21006 72ND AVE W.PDF111111111111
5579
21006 72ND AVE W
ADDRESS: 72-"� 405 L-e)
TAX ACCOUNT/PARCEL #: oZ>94'&? oo 50D /0
BUILDING PERMIT (NEW STRUCTURE) #:
COVENANTS (RECORDED) FOR:
CRITICAL AREAS #: DETERMINATION:
C'onditional Waiver El Study Required El Waiver
CRITICAL AREAS #: DETERMINATION:
Co'nditio.nal Waiver Study Required El Waiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORD FOR:
PERMITS (OTHER — list permit #'s): 9rad tpl� 42
y;h /yej 84,02-C315--071-1V
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $:
LID #:
SHORT PLAT FILE:
LOT:
BLOCK:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED:
STREET USEIENCROACHMENT PERMIT #:
FOR;
WATER METER TAP CARD DATED:
OTHER:
L:\TEMP\DST's\Forms\Jana's Street File Checklist 5-14-08.doc
CITY OF EDMONDS
121 5th AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - fax (425) 771-0221
www.edmondswa.gov
DEVELOPMENT SERVICES DEPARTMENT
".7c. IB913
February 26, 2016
MEMO TO:
Edmonds School District
Verizon Northwest
SNOCOM Police and Fire Dispatch
SNOPAC
Snohomish County E911
U.S. Post Office
Snohomish County Assessor's Office
Snohomish County Information Services
Snohomish County P.U.D.
Puget Sound Energy
ADDRESS CONFIRMATION:
Fire District No. I
Edmonds Police Department
Edmonds Utility Billing
Edmonds Public Works
Edmonds Building/Street File
Edmonds Address Files
Edmonds Information Services
Comcast Cable
Waste Management Northwest
Allied Waste
DAVE EARLING
MAYOR
Please check your records and update, if needed, the following address change:
Parcel: 00566900500101
Previous Address: 7208 210t' St SW
New Address: 21006 72 nd Ave W
New Commercial Building: Edmonds Memory Care
Thank you,
Linda Thornquist
Senior Permit Coordinator
City of Edmonds 425-771-0220
Incorporated August 11, 1890
Sister City - Hekinan, Japan
Snohomish County Online Prope formation Page I of I
1-0 Sn Snohomish County Mine Property Information
080
0 0 23
0 080 14
082-9 080
Ally—
'20920 UZI I I
0.
I I d 1-9
.28
Legend
Street Names
28
Cities
Ilk i IN -A. :-Anjon0s;
UnincoMoratad County
94 X; hworporalod C ity
4 Tax Parcels
A I Street Addresses
Rural Miles
To%vinshipfRange Grid
9 Section Grid
Q
T ED
-2
Airports
El
2012 Aerial Photo
Fat
Disclaimer:
0,11 maps, data, and information set forth herein ("Data"), are for illustrative purposes only and are not to be
;onsidered an official citation to, or representation of, the Snohomish County Code. Amendments and
jpdates to the Data, together with other applicable County Code provisions, may apply which are not
Jepicted herein. Snohomish County makes no representation or warranty concerning the content, accuracy,
,urrency, completeness or quality of the Data contained herein and expressly disclaims any warranty of
merchantability or fitness for any particular purpose. All persons accessing or otherwise using this Data
assume all responsibility for use thereof and agree to hold Snohomish County harmless from and against
any damages, loss, claim or liability arising out of any error, defect or omission contained within said Data.
Washington State Law, Ch. 42.56 RCW, prohibits state and local agencies from providing access to lists of
individuals intended for use for commercial purposes and, thus, no commercial use may be made of any
Data comprising lists of individuals contained herein.
Printed on: 2/26/2016
- -- ----- --
Parcel: 00566900500101
Previous Address: 7208 21 Oth St SW
New Address: 21006 72nd Ave W
http://gis.snoco.orglservleticom.esri.esrimap.Esrirnap?ServiceName=Overview&CIientVersion=9.3.0&Form=T... 2/26/2016
PLANNING D . ATA
New Commercial I Multi -Family Projects
11 ST.REETF=,J�il
Name:
Date: aba/u<
Site Address: Q100ce 12no A%te W
Plan Check #: BLD - 'A0J5oo3-:)_
42
Project D�§�qeiption: A;e4a -OrTy
Use(s) Proposed:
Allowed Use<!SDI NO)
CUP File Number: M /A
To Allow What Uses:
Legal Nonconforming Land Use Determination Issued: (YESED
Reduced Site Plan Provided: (YES I
Zoning:
Map Page:
Comp Plan Designation: ,xed Use- Co" vnex-C;4 W-R;34.
Comer Lot:4� NO)
Flag Lot: (YES
AD8 File Number (date waived): 9LN10jq00q3
Lot Area:
Plans Match2WApproved: (?0! NO)
Shoreline Required: (YES(9�
Critical Areas Determination #: cPA )Loa00ltf4 t C,9,AJctJ '102.04
El Study Required 4-+�L10 '110A, SLS\,J 1+ 1 'Low -2 IOW SV- SW
9 Waiver
SEPA Determination: DNS, ',-_�ed go, 1�(o
Exempt
Needed (for sites with 500 cubic yards of grading or within 200'feet of Puget Sound or Lake
Ballinger. Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with notarized form).
Street:
_q
lt(w 0
I Side:
(e.) 0
Rear- (At
Street
Side-
Side:
Rem.
svru�r, 64
Lot Covera,g,e/FAR Required:
Lot Coverage/FAR Provided:
Al/A
Lot Coverage/FAR Calculations: NIA
kok -SW
Datu'mPoint
OR- wk_
Datudi E eva ion:
100
Maximum Height 91 (-+5-1
Actual Height
Subdivision: U IA
Lot Aggregation Required:
Yes.
L -c;Je_s OF
'all
Landscaping Matches ADB Approved: 0'"
Yes.
Landscaping Bid Provided: I NO) ___'_TBond
0
. I C-44-1A ?eck;an fee-- S.
Amount 0 00% Bid):
0)
.01jo
Plan Review By:
PLANNING DATA I =FILE
New Commercial / Multi -Family Projects
kh
commercW.P�h n4,A'
Business Name
Type/Use
. Parking
'Ratio
Tehant
Area*
Required
Parking
1�aadek Memory czre—
Pee- CCM 14-50.026.
cc �60 int-,
10 1 sf-'ad-
per-, 3 latA
TO 6edS-
Up. 41010'2
Total Parkif7g Required --
Total Parking Provided.
# Bedrooms per Dwelling Unit
Parking Ratio
#Units
Required
Parking
Studio
1.2/D.U-
I Bedroom
1-51D.U.
2 Bedrooms
1-81D.U-
3 + Bedrooms
2-0/D.U-
Total Parking Required. -
Total Parking Provided.
Ot6er,
Rejpc'- VO dew�p rv--� eto -A . P�rray.,A (?LA120i'f00q-3) 1^X1Y6%' Of
de-s; V,
Plan Re view By:
NIL
'TIP
THOMAS
a r c h i t e c t u r e
s t u d i ol
Lj
LIUPI-J. I
so PH 11111 Alill
0011.
THOMAS
architecture
s t u' d i ol
STREET FIL
AN 23 2015
0; Ev
0
DEVC-LOPMENT SFRVfrr:.Iz
COUNTEEL-
CITY OF EDMONDS —ENGINEERING DIVISION
SPECIAL INSPECTION AND TESTING AGREEMENT
PERMIT # 13LD20150744
PROJECT SITE ADDRESS: 21006 72"" St SW
DATE:.. 2.1 1 15
PROJECT NAME: EDMON.DS MEN-10AY CARE
SPECIALINSPECTIONAGENCY
':One form must be completed by each Special Inspection Agency or Inspector.
SPECIAL INSPECTIONS REQUII ZED: Special inspections are required for this prc�ject, a's
applicable. in accordance xvith Title IS Ednionds C01111111,11lity Development Code (ECDC - ). When
required. (lie project inust be Installed/constructed per approved plans and specifications. The owner 01'
(lie registei-ed design prol'essional ill charge sliall employ all independent testing/inspection agency/special
inspector to perform required special inspections. Tile special inspector shall be a qualified person with
competence for inspectinig, the specific typC Of COFISU'LlCtion or operation,requiring special inspection. Tile
owner, registered professional. contractor and special inspector/agency shall provide a special inspection
report detailing compliance with ipproved plans and specifications directly to the Engineering Division.
WORK IZEIQURING SPECIAL INSPECTION: Special inspections will be re(IL]ired for the following
cate-ories ol Nvork: FOR SPECIFIC INFORMATION REGARDING REQUIRED SPECIAI.,
L
INSPFCTIONS SEIE THE STATEMENTOF SIIECIAL INSPE'CTION NOTE.D AS A CONDITION ON
THE BUILDING PERMIT AND/OR 0N-'I'1II.,'AI1PROVI1-D I'LANS.
Nf Detention Vault:
• Cast ill Placc Concretc
• Soils
BEFORE A PERMIT CAN. 13E ISSUED: The owner and contractor and special inspector shall
o;ompIcic thisatireement and return to a Ilennit Coordinator prior to permit iSSLlance.
APPROVAL OF SPECIAL INSPECTORS: Each special inspector shall be approved by the
Engineering Division prior to performing any duties or inspections. The credentials of tile specific persoll
perf'61.1ning tile inspection shall be submitted. �Vlleil applicable, the company perfortiiing inspbctions
must be accredited by the American Association of State Hlghwiy and Transportation Officials
(AASHTO) R IS.
A. Duties and Responsibilities of the Sp�40 Inspector
1. 013SERNIE WORK
Comwunity JIMA Ceti ler—W20130460 -Page I of 3
The special inspector shall observe tile site work, for conformance with the approved (stamped)
plans and specifica�ions. Special inspections are to be performed as needed, to confirm that the
work being completed incets specifications and approved plans.
2. RE PORT NONCONFORMING ITEMS
Tile special inspector shall bring non -conforming items to the immediate attention of tile
V C_
contractor and engineer of record. The special inspector shall provide a report to the Engineering
Division notil�ingl of any items not resolved and/or not installed per the approved plans and
specifications.
Iterns not constructed per the approved plans and specif ications wil I result in a review of the plans
to determine what requirements will be needed for the project to meet the necessary stormwater
requirements: Such as removal an(] reconstruction. re -design of' tile storniwater inanagenlent
systern(s), etc.
Final approval for'the pro ' ject will not occur until installation ofall required iniprovcnients is
complete and accepted by the.Vecial Inspector and the City.
3. FINAL CONSTRUCTION REPORT
The special inspecior or inspection agency shall submit a Final signed report or Certificate of
Compliance to the City stating that all itenis requiring special inspection and testing were fulfilled
and reported. Tile report sliall also include a statement from the inspector stating to tile best of
his/her knowledge tile project is in conflormance with the approved plans. specifications, and
approved plan revisions. if an),. lieni� not in conflorniance. unresolved items (it- any discrepancies
in inspection coverage (ix, missed inspections, periodic inspection when continuous inspections
werL required, etc.) shall be specifically addressed in this report.
B. Contractor Responsibilities
1, NOTIFY THE SPECIAL INSPECTOR OF ALL REQUIRED SPECIAL INSPECTIONS
y fy tile special inspector xIleii work is ready for special
It is (lie dut% of' the contractor to noti
inspection. Note. the items listed under the statement of special inspection oil the building permit
and as noted oil (lie approved plans and specifications are required to have special inspections.
Adequate notice shall be provided by the contractor so that the special inspector has time to
beconle familiar with the project. All work requiring special inspection must be approved prior to
concealing or covering said work.
2. PROVIDE ACCESS TO APPROVED PLANS
The contractor is responsible tor providing the special inspector access to approved plans at the
jobsitc.
3. RETAIN SPECIAL INSPECTION RE CORDS
The contractor is responsibic to retain at thejobsiteall special inspection records Submitted by tile
special inspector: These records are to be provided to tile City Engineering inspector upon requcst
and upon completion ofwork.
C. City of Kdin�qnds �� -ision Responsibilities
_1!gineering DiN,
1. APPROVE SPECIAL INSPECTION
Tile Enginecring Division sliall approve all Special Inspectors and special inspection requirements.
C, 0
2. MONITOR SPECIAL INSPECTIONS AND APPROVE REPORTS
Coiarntinity Health Center — 1)1(120130460 -Page 2 of 3
Work requiring special inspection and performance oCspecial inspectors shall be monitored by the
Engineering Division Inspector. Engineering Inspector approval must be obtained prior to
0
placement of concrele or other similar activitics in ad.ditiou to that of the special inspector,
3. FINAL APPROVAL
The Engineering Division may provide final inspection approval after die special inspection
report(s) have been SUbmitted and accepted by (lie City.
D. Owner Res.pqq�.Jbilities
1. The project owner or the engineer or architect of'record acting as the owner's agent shall ftind
special inspection services.
E, Engineer oi- " Arciii ' tect of Re - card Res-ponsib.ififies
l, Prcpare Statement of Special I nspections.
2, Review the special i nspection reports and provide correcti ve, action foi- work that may not conforni_
to the approved plans.
ACKNOWLEDGEMENTS
T have read and agree it) comp4), with the ferms and canditions- of Ilds agreement.
OwnerriRme C*Xe " 1 ' 47 C'
(pit t 91
Date
Signature
n,
Genei-alConti-actoi-Coml)any/,Ojllln I, nanic
-c
Signatu) DoW-6
Special Inspector/Agency nanic
(pleast prim or typv)
Date
Signature xel_? "I �'/
Enginecrot'Recordu nicjq�ssalx 6_Nea 'Pifa. 14 tMe
rw
Signature I)atc
CIO evol-zo,
- ----------
Return the originalsigned agreement to;
City of Edmonds DevelopmentServices Department
121 5th Avenue North, City Hall Second Floor
Edmonds, WA 98020
ACCEPTED BY CITY OF ED 10, S NGIIJEERING DIVISION:
City Official $ignfitur Date (a) Z3
Title: CN. 6,A)L--.
C6mmunfly Health Center - b1d20130460 -Page 3 af 3
-%TREET FILE
ov r D 44f 0
SPECIAL INSPECTION AND TESTING AGREEMENT
Pernlit #- BLD2015-0744
Proj ect: EDMONDS MEMORY CARE - GRADING PERMIT - SOILS
Prior to issuan ce of a permit, this form in ust be completed in its entirety and returned to the Cily for
approval. The completedform must have signatures of acknowledgment by allparties.
DUTIES AND RESPONSIBILITIES
Special Inspe V1 10. F irm and.$Peclal Inspectors:
The Special Inspection firm of Terracon will perform special
inspection for the following types of work (separate forms must be submitted if more than one firm is to be
employed):
- Grading/Soils
- i
All individual inspectors to be employed on this project'will be WABO certified for the type of work they are to
inspect. If inspection is for work that is not covered by the WABO categories, or the inspector is not WABO
certified, a detailed resume of the inspector and firm must be submitted. The resume must show that the
inspector and the firm are qualified by education and experience to perform the work and testing required by the
project design and specifications.
The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions
and addenda sheets will not be used for inspection, unless they have been approved by the City. Inspection
records shall include:
• A daily record to be maintained on site, itemizing the inspections performed. Any nonconforming work
shall be brought to the immediate attention of the contractor for resolution,
• A weekly report shall be submitted to the City; detailing the inspections and testing performed, listing
any nonconforming work and resolution of nonconforming items.
• A final report shall be submitted to the building department prior to the Certificate of Occupancy being
issued. This report will indicate that inspection and testing was completed in conformance with the
Approved plans, specifications and approved revisions or addenda. Any unresolved discrepancies must
be detailed in the final report.
0AHandouts Information by ChucMinspecti0fl-AsPecial inspection and testing agreement COE.doc6/24/2015
Contractor:
The contractor shall provide the special inspector or agency adequate notification of work requiring inspection.
The City approved plan and specifications must be made avaflable, at the jobsite for the use of the special
inspector and the City inspector. The contractor shall maintain all daily inspection reports, on site, for review by
all parties.
The special inspection functions are considered to be in addition to the normal inspections performed by the City
and the contractor is responsible for contacting the City to schedule regular inspectiows. No concrete shall be
poured or other work covered until approval is given by the City inspector.
Building Department:
The building department shall review any revisions and addenda. The City inspector will monitor the special
inspection functions for compliance with the agreement and the approved plans, The City inspectorshall be
responsible for approving various stages of construction to be covered and for work to proceed.
Design Professionals:
The architect and/or engineer will clearly indicate -on the plans and specifications the specific types of special
inspection required and shall include a schedule for inspection and testing. The architect and/or engineer will
coordinate their revision and addenda process in such a way as to ensure that all required City approvals are
obtained, prior to work shown on the revisions being performed in the field.
Owner:
The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or
agency.
ENFORCEMENT
A failure of the special inspector or firm to perform in keeping with the requirements of the MC, the approved
plans and this document. may void this agreement and the Building Official's approval of the special inspector.
In such a case a new special inspector and/or firm would need to be proposed for approval. A failure of the
design and/or construction parties to perform in accordance with this agreement may r"ult in a STOP WORK
notice being posted on the project until nonconforming items have been resolved.
ACKNOWLEDGMENTS
I have read and agree to comply with the terms and cond tion eern t
Owner: Edmonds Memory Care, LLC - s� ZO�7 Dntp.
. E. Aaron Koelsch _Sig4
Contractor: Koelsch Construction, Inc.
_Signat...<— X_��Date:
E. Aaron Koelsch
Arch./Eng: Encompass Engineedng
Signatur Date:
Ray Miller
Special Insp. Terracon
0ave Baska Signature—,wil. Date:
Special Insp. Agency Terracon
ACCEPTED FOR VtE CITY OF EDMONDS BUILDING DEPT.
By: Date: (a 1_ -1 /I S-
0AHandouts Information by ChucMinspectionAqpecial inspection and te.sting agreement COE,doc6/24/2015
S REET FILE
'SPEC- 1AL INSPECTIONAND. TESTING AGIkEEMENY -
Pe rn' U t' # BLP201:51�0744��;:-
pjr,ojeet. EDMONDS MEMORY CARE - GRADINGPERMIT - STRUCTURkL
P�iorltd-issziiiit�e-.of,.il"pihiiii, ihisform the C�Ofi
approvaL The completedform: must hav,�,sig?zatures:pf,ackri�wkdjtniMt by,&�[ arties
P
sbedif ftisi�oti,Flriw And Spe6al-Inspectors:
The Specjal�,14peqtion,firm of TerrAcor, WilLperform special
inspection for the, following. types of work (separate forms must be subrhitted if more than' one firm is ib be.
employed),:-
Reiriforced.to'n6rete.
All in-diVidPalinspectorsAo be employed, on: this proj"ttwill--be-�,WABO:t&rtifiedft)f�tbd,ttyi3e 6fwork,.they�are.to,
-categories; or-th inspector is� not. WABO.
.i, .4finspection: i& for work thatis not covered,by the'WABO
nspect.
ceftifte�,:A.detaiied resume of the -inspector add finninu§tbe subinitted: --The resurne' musishow-thAt1he
in A I h . firm ire qualified by education,and.experiencCA6 perform the,ivork.,and- testiiig required; by'�the.
.�pector an t e*.
py.0ject.-desiin and specifications.
The-Vork, shall be inspect4�d:for,conformance,with:the.plans: and specifications approved!bxthe.C. ity.,-Revisi6ris,
afid addenda'sheem will, not be used for inspection 6itles.s.thev�have�becn: pioved,b
Ap ythe .City... Inspection
iecioid' hill,
ss include:
A da . ily recbt&io bei�miaintainiedo n site, it�mizing.the inspection'slierfornied, --Aii
y -nonconforming- work
-theIrnmediate attention of the contractor for resolution,:..
shall:be brought to
edAist'
ep� y�r�.Jsha,11'.,!�!u6i7tt :the City;,.detailing theinspections:,abd1eiiin �P�fqnn ing
no��conf rm.nk
.and Te on of,tonconforming. items;
Afinal report shallbe.-su6mitted to the buildifig.depar� I meriv nor. to;. the.Certificate,ofOccupanicy being,
p
-issutd:..T-hi��ieponwitl-'indicate thatinspqictiofi� and testing was completed in-coiifbrmar"'�wirh the
d 6s:otadderida.Anyunrcsol -a:47
provedplans. specificati6fis*aind ove remsiq ve screpancie'� must
appr
Ro
0-Affindouts Wbrination by ChuckUnspectionsUpecial: inspection and i tingagrectiwnt,COE,,doc6/2412015
Cbntraetor:,
The contractor. shdll,.provide tfte�special in spector or agency ade . q'uate notification oh'
�ox equiringinspectiori.
-the c
The, City approved plan -and specifications ffitist be rriade'a�va*ilkle, at thelobsife. for -use Of,the spei ial.
inspector and the City insper4or." The conttactofshall maintain all..dai. y inspection reports, on'sife., for review by
-all Parties.
The special, iftsp�ction: ftincii,on s dPnisidered, to , be, in a,ddi . Gon to the normal inspections p�rfbrrned by the C 1. ity
and the. eontractd . r is re' I sponsible for contacting the . City:!o . schedule regu . lar inspec'dons. No coric . r I ete shall bo
poured or other' Work c6v�red.uhtil approval is given bythe. City inspector.
Buildint-Depar-tmeht:'
Th'e:bu'ilifi�.k--de-o'att-m-6htsha,].I,r'eview,anyrevisioiis'A . nd addenda. 'Th6'City inspector-Will:JminitotIfid s�c6al'
inspection,funi:tioris:fo-',coMpliaiice-with�-the�aete�meniand'iheapproved�plan,�, The �City:inspector shall be
respopsible for. approving various ifAfts'of Oftstiuction -to'be.'Overed and (6r,0rk::toprqceed.'
Thq:arc fiitie'ci� d/or efiginceiwill clearly indicate oti the plansand specific ations thesp6cific', - types of & pecial.
inspection requir6d� ond shall include a'schedule, for ins c ion and testin2l� -The archiwa and/or eneineei will.
coordinate their. abd addin d-a- in u6h a way as- to ensure t call uked City.
process in s
ha req. app v
obtained,pri&46 work:shb w n �on die re�visi i-beinz
��6rthed in the field.
Owner:
lid
The" ject 'owner, or.the,.afchitect oretigindet �ctlng as the owners a ent, shall impipythe speci, -inspector or
pro]
agency.
ENFORCEMENT
A failure.of the spe'cial.insp�6tor.6r.�rirm-to,perfor,m.i.nk�ie
p
I e,a pDrove
plans and -this docurhent; may vok t iis:agmd,menfand the Bidlding!OfficiaFs Approval of'thes'pecialinspector.
In such A,easd, a'ne*special inspector. andJor firm would to bpproposedfior app I
rova..,,A,failure�:of die
ddsi,jzri:andlor:cons'truc'tibn�iparties�to,:Perfori�:in,accordancewiLh,thi,�,a' -Y-result4na STOP WORK
greemem ma�
-notice being vsted. oni thepipi ect. until -:iioncohfbi�iin items ha vc:been ire's.olyed
V
I have read -4'nd:_,agpee,to, cO* M' ly Nyitfi- the te d co'ditions Ofthis "en't.
P . Ms An, I JI . , - A //; �,
j
PoLO -JO 15 - 6 0 -3 Z—
Geotechnical Engineering Report
Memory Care Facility
7208 & 7220 21 oth Street SW
Edmonds, Washington
STRTET FILE
RECEIVED
JAN o8 2015
DEVELOPMENT SERVICES
COUNTER
March 12, 2014
Terracon, Project No. 81145006
Prepared for:
RJ Development Services
Olympia, Washington
Prepared by:
Terracon Consultants, Inc.
Mountlake Terrace, Washington
March 12, 2014
RJ Development Services
401 Central Street SE
Olympia, WA 98501
Attn: Mr. Jeff Yates
P: (360) 528-3343
E: jeff@ddevelopmentservices.com
Re: Geotechnical Engineering Report
Memory Care Facility
7208 & 7220 210" Street
Edmonds, Snohomish County, Washington 98026
Terracon Project No. 81145006
Dear Mr. Yates:
Irerracon
Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for
the above referenced project. These services were performed in accordance with Terracon's
Proposal No. P81140031, dated February 4, 2014. This geotechnical engineering report
presents the results of the subsurface exploration and provides geotechnical recommendations
concerning earthwork and the design and construction of foundations, floor slabs, and
pavements for the proposed project.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report, or if we may be of further service, please contact us at (425) 771-3304.
Sincerely,
Terracon Consull
Ryan M. Scheffler
Senior Staff Enoir
David A. Baska, PhD, P.E.
Geotechnical Department Manager
Terracon Consultants, Inc. 21905 64m Avenue West Suite 100, Mountlake Terrace, Washington 98043
P (4251771 3304 F [4251771 3549 terracon.com *
TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY ............................................................................. 6 ............................... i
1.0
INTRODUCTION ............................................................................................................
1
2.0
PROJECT INFORMATION ...........................................................................................
1
2.1 Site Location and Description ..............................................................................
1
2.2 Project Description ..............................................................................................
2
3.0
SUBSURFACE CONDITIONS .......................................................................................
2
3.1 Published Geologic Conditions .............................................................................
2
3.2 Soil Conditions .....................................................................................................
2
3.3 Groundwater .......................................................................................................
3
4.0
RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION .......................................
4
4.1 Geotechnical Considerations ................................................................................
4
4.2 Earthwork ...........................................................................................................
5
4.2.1 Site Preparation .......................................................................................
5
4.2.2 Materials Types .......................................................................................
6
4.2.3 Compaction Requirements ......................................................................
6
4.2.4 Grading and Drainage ..............................................................................
7
4.2.5 Construction Considerations .....................................................................
7
4.3 Foundations ........................................................................................................
8
4.3.1 Design Recommendations ......................................................................
8
4.3.2 Construction Considerations ....................................................................
9
4.4 Floor Slab ...........................................................................................................
9
4.4.1 Design Recommendations ......................................................................
10
4.4.2 Construction Considerations ...................................................................
10
4.5 Seismic Considerations ......................................................................................
11
4.6 Lateral Earth Pressures ......................................................................................
11
4.6.1 Design Recommendations .......................................................................
11
4.7 Pavements .........................................................................................................
13
4.7.1 Subgrade Preparation .............................................................................
13
4.7.2 Design Considerations ............................................................................
14
4.7.3 Estimates of Minimum Pavement Thickness ............................................
15
4.7.4 Pavement Drainage ................................................................................
16
4.7.5 Pavement Maintenance ...........................................................................
16
5.0
GENERAL COMMENTS ................................................................................................
16
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TABLE OF CONTENTS— continued
APPENDIX A — FIELD EXPLORATION
Exhibit A-1 Site Location Plan
Exhibit A-2 Exploration Plan
Exhibit A-3 Field Exploration Description
Exhibits A-4 to A-8 Borings B-1 to B-5
APPENDIX B — LABORATORY TESTING
Exhibit B-1 Laboratory Testing Description
Exhibit B-2 Grain Size Distribution
Exhibit B-3 Organic Content Determination
APPENDIX C — SUPPORTING DOCUMENTS
Exhibit C-1 General Notes
Exhibit C-2 Unified Soil Classification
Exhibit C-3 USGS Seismic Design Maps Summary Report
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Geotechnical Engineering Report
Memory.Care Facility m Edmonds, Washington Irerracon
March 12, 2014 m Terracon Project No. 81145006
EXECUTIVE SUMMARY
A geotechnical exploration has been performed for the proposed Memory Care Facility located at
the southwest corner of 21 Oth Street SW and 72 nd Avenue W in Edmonds, Washington. Terracon's
geotechnical scope of work included the advancement of 5 soil test borings to approximate depths
of 21% to 31% feet below existing site grades. The site appears suitable for the proposed
construction based upon geotechnical conditions encountered in the borings and our current
understanding of the proposed development. The following geotechnical considerations were
identified:
Based on the results of our explorations and review of a previous report, we estimate
existing fill soils on the site may range up to depths of about 7 feet across the site, with
fill thickness generally increasing from northeast to southwest. Additionally, we
understand multiple underground storage tanks were removed near the center of the
eastern parcel and replaced with fill to a depth of up to approximately 16 feet. Below the
fill, we encountered dense to very dense silty sand glacial till soils. Groundwater was
observed in only one of our explorations at a depth of 24 feet, below the depth of
exploration of our remaining borings.
Due to unpredictable support and settlement characteristics of fill soils, we recommend
complete removal of the existing fill below the building footprint. The recommended
allowable bearing capacity for shallow footings bearing on at least medium dense native
soils or structural fill above native soils is 3,000 pounds per square foot (psf).
We recommend scarification and recompaction of at least the upper two feet below
pavement sections. Deeper scarification and recompaction may be necessary
dependent on conditions exposed at the time of construction.
The on -site silty sand soils typically appear suitable for reuse as structural fill if placed
near their optimum moisture content. However, these soils contain a significant fraction
of fines and will quickly become unstable, soft and unsuitable for reuse as structural fill
when exposed to moisture.
E The 2012 International Building Code seismic site classification for this site is C.
Close monitoring of the construction operations discussed herein will be critical in achieving the
design subgrade support. We therefore recommend that Terracon be retained to monitor this
portion of the work. This summary should be used in conjunction with the entire report for
design purposes. It should be recognized that details were not included or fully developed in this
section, and the report must be read in its entirety for a comprehensive understanding of the items
contained herein. The section titled GENERAL COMMENTS should be read for an understanding
of the report limitations.
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GEOTECHNICAL ENGINEERING REPORT,
MEMORY CARE FACILITY
7208 & 7220 21 OTH STREET SW
EDMONDS, WASHINGTON
Terracon Project No. 81145006
March 12, 2014
1.0 INTRODUCTION
This report presents the results of our geotechnical engineering services performed for the
proposed Memory Care Facility to be located at the southwest corner of the intersection of 210 th
Street SW and 72 nd Avenue W in Edmonds, Washington. Our geotechnical engineering scope of
work for this project included the advancement of five exploratory soil borings to depths ranging
from approximately 211/2 to 311/2 feet below existing site grades. The purpose of these services
is to provide information and geotechnical engineering recommendations relative to:
0 subsurface soil conditions
0 earthwork
0 floor slab design and construction
0 lateral earth pressure
2.0 PROJECT INFORMATION
2.1 Site Location and Description
N groundwater conditions
M foundation design and construction
M seismic considerations
M pavement design and construction
ITEM
DESCRIPTION
Location
Southwest corner of 21 oth Street SW and 72 nd Avenue West in
Edmonds, Washington (Exhibit A-1).
Existing Improvements
Two —0.6 acre parcels, one of which includes an approximate
1,300 square foot structure and two detached garage structures.
Current ground cover
Asphalt paved parking areas on eastern parcel and an
undeveloped lot on western parcel with large trees and vegetation.
Existing topography
Relatively level, sloping gently down to the west.
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2.2 Project Description
ITEM DESCRIPTION
Site layout Proposed 3-story building to be located in the approximate center
of the site surrounded by asphalt paved parking.
Site grading Moderate grading of less than 5 feet assumed, except where
existing fill requires removal to greater depth.
Hut
A description of our field exploration is presented in Appendix A. Laboratory tests were
conducted on selected soil samples obtained during our exploration. A description of the
laboratory testing is presented in Appendix B.
3.1 Published Geologic Conditions
The 1983 USGS Geologic Map of the Edmonds East and part of the Edmonds West
Quadrangles, Washington, indicates the project site is near the border of Qva and Qvt mapped
geologic units. Advance outwash (Qva) soils are typically a thick section of mostly clean, gray,
pebbly sand with increasing amounts of gravel higher in the section. Glacil till ( Qvt) is described
as a nonsorted mixture of clay, silt, sand, pebbles, cobbles and boulders, and is typically
referred to as hardpan. Soils encountered in our borings were consistent with the mapped
conditions.
3.2 Soil Conditions
In general, the existing asphalt pavement section covering the eastern parcel consisted of
approximately 2 inches of asphalt over 2 inches of crushed rock base course at our exploration
locations. We observed approximately.4 to 6 inches of grass and topsoil at the surface of our
explorations in the undeveloped western parcel. Below the asphalt and topsoil, soil conditions
encountered in the borings were relatively uniform across the site and can be generalized as
follows:
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Description
Approximate Depth to
Material Encountered
Consistency/Density
Bottom of Stratum
Stratum 1
4 to 51/2feet in borings B-2
Silty SAND with gravel
Loose
and B-5
(Possible Fill)
Stratum 2
5 to 10 feet
Silty SAND, with gravel
Medium Dense to Dense
(Weathered Glacial Till)
Stratum 3
24 feet
Silty SAND, with gravel
Dense to Very Dense
(Glacial Till)
Stratum 4
To full termination depth
Silty SAND, trace to with
Dense
where encountered
gravel (Advance Outwash)
Based on the results of our borings, site contours, and review of the Geotechnical Engineering
Report by Cornerstone Geotechnical, Inc. dated March 24 th 2006 prepared for a previous
development on the site, we interpret the upper soils in the southern borings to be previously
placed fill. Fill depths encountered in our borings B-2 and B-5 ranged from 4 to 5 1/2feet, while fill
depths encountered by Cornerstone extended to approximately 7 feet in the southwest corner of
the site. The depth of the existing fill appears to increase from northeast to southwest.
Laboratory tests were conducted on selected soil samples, and the test results are presented in
Appendix B. Laboratory test results indicate that the fines content (that portion passing the
#200 sieve) of the glacial till soils ranged from about 26 percent to 41 percent while the fill in
boring B-5 had a fines content of approximately 35 percent. A test on the weathered glacial till
in boring B-3 indicates an organic content of about 31/2percent.
Specific conditions encountered at each boring location are indicated on the individual boring logs.
Stratification boundaries on the boring logs represent the approximate location of changes in soil
types; in -situ, the transition between materials may be gradual. Details for each of the borings can
be found on the boring logs included in Appendix A of this report.
3.3 Groundwater
The boreholes were observed while drilling and after completion for the presence and level of
groundwater. Groundwater was observed at a depth of 24 feet within the advance outwash silty
sand soils below the glacial till in boring B-3, but was not encountered in the remainder of our
borings to the full exploration depths of 21 1/2feet.
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff,
and other factors not evident at the time the borings were performed. In addition, perched water
can develop over low -permeability soil. Therefore, groundwater levels during construction or at
other times in the life of the structure may be higher or lower than the levels indicated on the
boring logs. The possibility of groundwater level fluctuations should be considered when
developing the design and construction plans for the project.
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4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnicall Considerations
The site appears suitable for the proposed construction supported by conventional shallow spread
footings, contingent on certain subgrade improvements. Geotechnical engineering
recommendations for foundation systems and other earth connected phases of the project are
outlined below. The recommendations contained in this report are based upon the results of
data presented herein, on engineering analyses, and on our current understanding of the
proposed project. ASTM and Washington State Department of Transportation (WSDOT)
specification codes cited herein respectively refer to the current manual published by the
American Society of Testing & Materials and the 2012 edition of the WSDOT Standard
Specifications for Road, Bridge, and Municipal Construction (Publication M41-10).
Based on our research and site investigations performed as a part of our environmental
services for the project, we understand multiple underground storage tanks (USTs) were
removed from the area south of the existing office and shop building on the eastern parcel. This
area is currently beneath the northern portion of the warehouse building. At the time of this
report, records of placement and compaction of backfill in the tank excavation were unavailable.
If records are available, Terracon should be allowed the opportunity to review the records and, if
necessary, revise our recommendations. More information concerning the USTs may be found
in our Phase I Environmental Site Assessment report, Terracon project number 81147712,
dated March 7, 2014.
Borings for the proposed single -story commercial building encountered primarily silty sand soils
with a variable gravel content. Though the fill material placed after removal of the above noted
USTs was not encountered in our explorations, silty sand soils interpreted as previously placed fill
were encountered at depths of up to 5Y2 feet in our borings in the southern portion of the s ite.
Based on the results of our explorations and review of the previous Cornerstone Geotechnical
report, we interpret the fill thickness to generally increase from northeast to southwest. Fill,
especially undocumented fill, by nature can be highly variable and could vary greatly between
sample locations. Support of footings, floor slabs, and pavements on or above existing fill soils
is discussed in this report. However, even with the recommended subgrade improvements and
construction monitoring services, there is an inherent risk for the owner that compressible fill or
unsuitable material within or buried by the fill will not be discovered. This risk of unforeseen
conditions cannot be eliminated without completely removing the existing fill, but can be
reduced by performing additional testing and evaluation.
If the risk of unforeseen conditions and possible unsuitable or compressible fill is deemed too
great by the owner, several options exist for reducing or eliminating the risk. Removal of the fill
and replacement with structural fill is a typical measure for mitigating adverse effects of
unsuitable fill soils. For the purposes of this report, we assume removal of all existing fill and
replacement with structural fill underneath the footings and slabs and removal of at least 2 feet
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of existing fill under proposed pavement sections. If existing fill is encountered outside of the
building pad, the lateral extent of existing fill removal and replacement for the building pad
should be at least two-thirds of the depth of excavation at the perimeter footing location. In
addition to the fill soils, any organic -rich soils (such as those observed in borings B-3 and B-5)
should be removed and replaced in a similar manner.
4.2 Earthwork
The following text presents recommendations for site preparation, excavation, subgrade
improvements, and placement of structural fills for the project. The recommendations presented
for design and construction of earth supported elements including foundations, slabs and
pavements are contingent upon following the recommendations outlined in this section.
Earthwork on the project should be observed and evaluated by Terracon. The evaluation of
earthwork should include observation and testing of structural fill, subgrade preparation,
foundation bearing soils, and other geotechnical conditions exposed during the construction of
the project.
4.2.1 Site Preparation
We anticipate construction will be initiated by demolition and removal of existing buildings and
asphalt surfacing from the eastern parcel and clearing and grubbing of the western parcel. All
elements of existing structures, vegetation, and organic rich topsoil should be 'removed
completely from the site. Alternatively, topsoil may be reused in non-structural landscape areas.
Based on our observations, we anticipate an average stripping depth on the order of 4 to 6
inches on the western parcel, with deeper areas where trees are present. Excavations
associated with removing existing site elements should be backfilled with structural fill placed
and compacted in accordance with the recommendations presented in this report. Existing
underground utilities, such as storm sewer, sanitary sewer pipe, and water line, that will not be
used as part of the new development should either be removed completely or filled with
Control led- Density Fill (CDF) conforming to WSDOT section 2-09.3(1)E, Backfilling. In the
event that existing utilities are abandoned in place, we recommend density testing of the trench
backfill in order to verify that it is compacted to the density recommendations provided herein.
The silty sand soils encountered in the borings will be sensitive to disturbance from construction
activity and increased moisture. If precipitation occurs prior to or during construction, the near -
surface soils could increase in moisture content and become more susceptible to disturbance.
Construction activity should be monitored, and should be curtailed if the construction activity is
causing subgrade disturbance. A Terracon representative can help with monitoring and
developing recommendations to aid in limiting subgrade disturbance.
After asphalt removal, clearing of vegetation, stripping of topsoil, overexcavation of existing fill
under the proposed building pad, and excavation to subgrade elevation in pavement areas,
proofrolling should be performed with heavy rubber -tire construction equipment such as a fully
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loaded tandem -axle dump truck. A Terracon representative should observe proofrolling to aid in
locating unstable subgrade materials. Proofrolling should be performed after a suitable period
of dry weather to avoid degrading an otherwise acceptable subgrade and to reduce the amount
of remedial work required. Unstable materials located during proofrolling should be stabilized
as recommended by the Terracon representative. Replacement and densification in place are
typical remediation methods.
4.2.2 Materials Types
The suitability of soils used for structural fill depends primarily on their grain -size distribution and
moisture content when they are placed. As the fines content (that soil fraction passing the U.S.
No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content.
Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted
to a firm, unyielding condition when the moisture content is more than 2 percentage points
above or below optimum. Optimum moisture content is the moisture content at which the
maximum dry density for the material is achieved in the laboratory following ASTIVI procedures.
A test on the weathered glacial till soils in boring B-3 showed an organic content of
approximately 31/2percent. Soils with an organic content greater than about 3 or 4 percent may
exhibit unpredictable settlement and structural support characteristics. If excavated soils
appear to have a greater percentage of organics once excavated, additional testing may be
necessary to accurately classify the soils and additional recommendations may be required.
Existing silty sand soils encountered on the site generally appeared to be near or above their
optimum moisture content. Reuse of the native materials as structural fill may be possible
during periods of dry weather, but it may become difficult or impossible to compact these soils to
a firm and unyielding condition if they are exposed to additional moisture.
If construction is anticipated to take place during the wet weather season (typically November
Vt through April 1s), the project specifications should include provisions for using imported,
clean, granular fill. As a general structural fill material, we recommend using a well -graded sand
and gravel such as "Ballast" or "Gravel Borrow" per WSDOT: 9-03.9(l) and 9-03.14,
respectively. For combined structural fill and drainage purposes, a relatively clean and uniform
angular material such as "Crushed Surfacing Base Course" per WSDOT: 9-03.9(3) is
preferable. Structural fill should consist of approved materials, free of organic material, debris
and particles larger than about 4 inches.
4.2.3 Compaction Requirements
Structural fill materials should be placed in horizontal lifts not exceeding about 8 inches in loose
thickness. We recommend that each lift then be thoroughly compacted with a mechanical
compactor to a uniform density of at least 95 percent, based on the modified Proctor test (ASTIVI
D 1557). Where light compaction equipment is used, as is typical within a few feet of retaining
walls and in utility trenches, the lift thickness may need to be reduced to achieve the desired
degree of compaction. Excavated soils that will be reused as structural fill should be protected
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from rain and other factors to aid in preventing an increase in moisture content. Moisture
contents at the time of compaction should be within 2 percent of the optimum moisture content.
4.2.4 Grading and Drainage
Adequate positive drainage of exposed subgrades should be provided during construction and
maintained throughout the life of the development to prevent an increase in moisture content of
the foundation and pavement subgrades and excavation backfill materials. Surface water
drainage should be controlled to prevent undermining of fill slopes and structures during and
after construction.
Gutters and downspouts should be routed into tightline pipes that discharge into a municipal
storm drain or other suitable location. Splash -blocks should also be considered below hose
bibs and water spigots.
It is recommended that all exposed earth slopes be seeded to provide protection against
erosion as soon as possible after completion. Seeded slopes should be protected until the
vegetation is established. Sprinkler systems should not be installed behind or in front of walls
without the approval of the civil engineer and wall designer.
4.2.5 Construction Considerations
It is anticipated that excavations for the proposed construction can be accomplished with
conventional earthmoving equipment.
Upon completion of filling and grading, care should be taken to maintain the subgrade moisture
content prior to construction of floor slabs and pavements. Construction traffic over the
completed subgrade should be avoided to the extent practical. The site should also be graded
to prevent poncling of surface water on the prepared subgrades or in excavations. If the
subgrade should become frozen, desiccated, saturated, or disturbed, the affected material
should be removed or these materials should be scarified, moisture conditioned, and
recompacted prior to floor slab and pavement construction and observed by Terracon.
Surface water should not be allowed to pond on the site and soak into the soil during
construction. Construction staging should provide drainage of surface water and precipitation
away from the building and pavement areas. Any water that collects over or adjacent to
construction areas should be promptly removed, along with any softened or disturbed soils.
Surface water control in the form of sloping surfaces, drainage ditches and trenches, and sump
pits and pumps will be important to avoid poncling and associated delays due to precipitation
and seepage.
Groundwater was encountered at a depth of approximately 24 feet below the existing ground
surface in one boring during our exploration. Based on our understanding of the proposed
development, we do not expect groundwater to affect construction. If groundwater is
encountered during construction, such as during installation of deeply buried utilities, some form
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of temporary dewatering may be required. Conventional clewatering methods, such as pumping
from sumps, should likely be adequate for temporary removal of any groundwater encountered
during excavation at the site.
Temporary excavations will probably be required during grading operations. The grading
contractor, by his contract, is usually responsible for designing and constructing stable,
temporary excavations and should shore, slope or bench the sides of the excavations as
required to maintain stability of both the excavation sides and bottom. All excavations should
comply with applicable local, state and federal safety regulations, including the current
Occupational Health and Safety Administration (OSHA) Excavation and Trench Safety
Standards. All excavations should be sloped or braced as required by OSHA regulations to
provide stability and safe working conditions.
Construction site safety is the sole responsibility of the contractor who controls the means,
methods and sequencing of construction operations. Under no circumstances shall the
information provided herein be interpreted to mean that Terracon is assuming any responsibility
for construction site safety or the contractors activities; such responsibility shall neither be
implied or inferred.
4.3 Foundations
The site explorations encountered up to 51/2 feet of possible fill and organic -rich silts below the
proposed building footprint. Additionally, previously placed fill is likely present near the center of
the eastern parcel in the area of the former underground storage tanks. Due to the
compressible nature of the organic -rich silts and unpreclictability of previously placed fill, we
recommend complete removal of all existing fill and organic -rich soils below the proposed
building -pad and replacement with structural fill. In our opinion, after this overexcavation is
completed, the proposed building can be supported by a shallow, spread footing foundation
system bearing on at least medium dense native soils or compacted structural fill extending to
native soils. Design recommendations for shallow foundations for the proposed structure are
presented in the following paragraphs.
4.3.1 Design Recommendations
The allowable foundation bearing capacities apply to dead loads plus design live load
conditions. The design bearing capacity may be increased by one-third when considering total
loads that include wind or seismic conditions. The weight of the foundation concrete below
grade may be neglected in dead load computations.
Footings, foundations, and masonry walls should be reinforced as necessary to reduce the
potential for distress caused by differential foundation movement. The use of joints at openings
or other discontinuities in masonry walls is recommended.
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DESCRIPTION
Column
Wall
Net allowable bearing capacity
3,000 psf
3,000 psf
Minimum dimensions
24inches
16 inches
Minimum embedment below finished exterior
grade for perimeter footings 2
18 inches
18 inches
Minimum embedment below finished floor
12 inches
12 inches
grade for interior footings
Approximate total settlement 3
<1 inch
<1 inch
3
< '/2 inch between
Estimated differential settlement
<% inch over 50 feet
columns
Ultimate coefficient of sliding friction
0.45
1 . The recommended net allowable bearing capacity is the pressure in excess of the minimum
surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft
soils, if encountered, will be removed and replaced with structural fill.
2. For frost protection and to reduce the effects of seasonal moisture variations in the subgrade soils.
3. The foundation settlement will depend upon the variations within the subsurface soil profile, the
structural loading conditions, the embedment depth of the footings, the thickness of compacted fill,
and the quality of the earthwork operations.
We recommend that the building be encircled with a perimeter foundation drain to collect
exterior seepage water. This drain should consist of a 4-inch-diameter perforated pipe within an
envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe. The
gravel envelope should be wrapped with filter fabric (such as Mirafi 140N) to reduce the
migration of fines from the surrounding soils. Ideally, the drain invert would be installed no more
than 8 inches above or below the base of the perimeter footings.
4.3.2' Construction Considerations
Foundation excavations should be observed by a Terracon representative. If the soil conditions
encountered differ,from those presented in this report, supplemental recommendations may be
required.
4.4 Floor Slab
We recommend complete removal of all existing fill and organic -rich soils encountered below
the proposed building floor slab, as described above for the foundation subgrades. Removed
soils should be replaced with structural fill placed and compacted in accordance with the
Earthwork section of this report. A subgrade prepared and tested as recommended in this
report should provide adequate support for lightly loaded floor slabs.
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4.4.1 Desian Recommendations
Irerracon
DESCRIPTION
VALUE
Interior floor system
Slab -on -grade concrete.
At least medium dense native soils or structural fill placed
Floor slab support
immediately above native soils and compacted in accordance
with the Earthwork section of this report.
Base Course 2
4-inch compacted layer of free draining (less than 5 percent
fines), uniform gravel
1 . Floor slabs should be structurally independent of any building footings or walls to reduce floor slab
cracking caused by differential movements between the slab and foundation. Narrower, turned -
down slab -on -grade foundations may be utilized at the approval of the structural engineer. The
slabs should be appropriately reinforced to support the proposed loads.
2. The base course serves as a capillary break layer, a drainage layer, a leveling layer, and a bearing
layer.
We recommend subgraides be maintained at the proper moisture condition until floor slabs are
constructed. If the subgrade should become desiccated prior to construction of floor slabs, the
affected material should be removed or the materials scarified, moistened, and recompacted.
Upon completion of grading operations in the building areas, care should be taken to maintain
the recommended subgrade moisture content and density prior to construction of the building
floor slabs.
Where appropriate, saw -cut control joints should be placed in the slab to help control the
location and extent of cracking. For additional recommendations refer to the ACI Design
Manual.
The use of a vapor retarder or barrier should be considered beneath concrete slab -on -grade
floors that will be covered with wood, tile, carpet or other moisture -sensitive or impervious
coverings, or when the slab will support equipment sensitive to moisture. When conditions
warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI
302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor
retarder/barrier.
4.4.2 Construction Considerations
On most project sites, the site grading is generally accomplished early in the construction phase.
However as construction proceeds, the subgrade may be disturbed due to utility excavations,
construction traffic, desiccation, rainfall, etc. As a result, the floor slab subgrade may not be
suitable for placement of the base course and concrete slab, and corrective action may be
required.
All floor slab subgrade areas should be moisture conditioned and properly compacted to the
recommendations in this report immediately prior to placement of the and then thoroughly
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proofrolled with a loaded tandem -axle dump truck prior to final grading and placement of the base
course. Particular attention should be paid to high traffic areas that were rutted and disturbed
earlier and to areas where backfilled trenches are located. Areas where unsuitable conditions are
located should be repaired by removing and replacing the affected material with properly
compacted structural fill.
4.5 Seismic Considerations
The 2012 International Building Code (IBC) indicates that the seismic site classification is based
on the average soil and bedrock properties in the top 100 feet. The current scope does not
include a 100-foot soil profile determination. The 2012 IBC seismic site classification for this
site is C, based on our interpretation of available subsurface information. This seismic site class
definition considers that soils encountered at depth in our boring continue below the termination
depth. Additional exploration to deeper depths would be required to confirm the conditions
below the current depth of exploration. Site response spectral values are provided on the
attached USGS Design Maps Summary Report.
We reviewed the USGS Earthquake Hazards Program Quaternary Faults and Folds Database
available online (http://earthquake.usgs.gov/hazards/qfaults/map). The nearest fault to the
project site is the Southern Whidbey Island fault zone approximately 10 miles north of the
project site. According to this source, the fault age is less than 15,000 years, has been mapped
w ith northwest striking features, and is in the slip rate category of between 0.2 and 1.0 mm/year.
Based on the information described above, we estimate that the risk associated with surface
rupture at the site is low.
As part of our services, we evaluated the risk of liquefaction at this site. Based on our
understanding of groundwater and geology at the site, it is our opinion that the risk of
liquefaction at the site is low. The potential for seismic related settlement is also considered
low. Based on our analyses, foundation bearing capacity failure is considered unlikely, and
settlement of greater than 1 inch is considered unlikely during a design -level earthquake. It is
our opinion that no additional engineering geology investigations or geologic hazard evaluations
are necessary relative to seismic hazards for this project.
4.6 Lateral Earth Pressures
4.6.1 Design Recommendations
The lateral earth pressure recommendations herein are applicable to the design of rigid retaining
walls subject to slight rotation, such as cantilever, or gravity type concrete walls. These
recommendations are not applicable to the design of modular block, geogrid-reinforced backfill
walls or rockeries. If these types of walls are planned for this project, we are available to provide
additional recommendations and/or retaining wall design services.
Responsive m Resourceful m Reliable 11
Geotechnical Engineering Report
Memory Care Facility a Edmonds, Washington
March 12, 2014 m Terracon Project No. 81145006
Irerracon
S = Surcharge For active pressure movement
(0.002 H to 0.004 H)
TS J. J, J. I For at -rest pressum
T No Movement Assumed
Horizontal
Finished
Grade
H
Horizontal
Finished Orade
�_ P2 014 Pi—!-_H_'�_—Retaining wall
EARTH PRESSURE COEFFICIENTS
EARTH
EQUIVALENT
SURCHARGE
EARTH
PRESSURE
COEFFICIENT FOR
FLUID
PRESSURE, p,
PRESSURE,
BACKFILL TYPE
DENSITY
CONDITIONS
(pcf)
(psf)
P2 (PSf)
Active (Ka)
0.26
35
(0.26)S
(35)H
At -Rest (Ko)
0.41
55
(0.41)S
(55)H
Passive (Kp)
3.85
500
---
---
Applicable conditions to the above include:
• For active earth pressure, wall must rotate about base, with top lateral movements of about
0.002 H to 0.004 H, where H is wall height
• For passive earth pressure to develop, wall must move horizontally to mobilize resistance
• Uniform surcharge, where S is surcharge pressure
• Wall backfill weight a maximum of 125 pcf
• Horizontal finished grade compacted to 95 percent of modified Proctor maximum dry density
• Loading from heavy compaction equipment not included
• No hydrostatic pressures acting on wall
• No safety factor included in soil parameters
• Ignore passive pressure in frost zone
Reinforced concrete walls with unbalanced backfill levels on opposite sides should be designed
for earth pressures at least equal to those indicated in the table above. Earth pressures will be
influenced by structural design of the walls, conditions of wall restraint, methods of construction
and/or compaction and the strength of the materials being restrained. Two wall restraint
conditions are shown. "Active" earth pressure is commonly used for design of free standing
cantilever retaining walls and assumes wall movement. The "at rest" condition assumes no wall
Responsive n Resourceful m Reliable 12
Geotechnical Engineering Report
Memory Care Facility m Edmonds, Washington
March 12, 2014 n Terracon Project No. 81145006
Irerraco'n
movement. The recommended design lateral earth pressures do not include a factor of safety
and do not provide for possible hydrostatic pressure on the walls.
Backfill placed against walls should consist of granular structural fill. For the above pressures to be
valid, the structural fill must extend out from the base of the wall at an angle of at least 45 and 60
degrees from vertical for the active and passive cases, respectively. To calculate the resistance to
sliding, a value of 0.45 should be used as the ultimate coefficient of friction between the footing and
the underlying soil.
To account for increased lateral pressures on foundation and retaining walls due to earthquake
motions, we recommend uniformly distributed pressures of 7H and 12H. in pounds per square foot
(rectangular distribution) to be applied to yielding and non -yielding walls, respectively. These
pressures are in addition to the static pressures presented above.
To aid in reducing the potential for hydrostatic pressure behind walls, we recommend placing a
gravel curtain drain against the back of the wall with a collection pipe leading to a reliable
discharge. The curtain drain should consist of a clean, free -draining granular material extending
at least 18 inches from the back of the wall. A layer of filter fabric, such as Mirafi 140N or
approved equivalent, should be placed between the curtain drain and adjacent native or fill soils.
If adequate drainage is not possible, then combined hydrostatic and lateral earth pressures
should be calculated for granular backfill using an equivalent fluid weighing 80 and 90 pcf for
active and at -rest conditions, respectively. These pressures do not include the influence of
surcharge, equipment or floor loading, which should be added where appropriate. Heavy
equipment should not operate within a distance closer than the exposed height of retaining walls
to prevent lateral pressures more than those provided.
4.7 Pavements
Explorations in the areas of proposed paved parking lots and drive lanes encountered fill soils up
to depths of 51/2 feet below existing site grades in the southern portion of the site. Provided the
owner is willing to accept the risk of unpredictable settlement response of the existing fill under
pavement sections, we recommend limiting risk mitigation measures to scarification and
recompaction of at least the upper 2 feet of the fill in proposed pavement areas. If organic -rich
soils are encountered below pavement subgrades, we recommend removal of at least 2 feet and
replacement with structural fill. Based on the results of our explorations and anticipated relatively
light traffic conditions, existing fill soils are generally in a loose to medium dense condition and
represent a low to moderate risk of excessive settlements due to traffic loading, though areas of
unsuitable or compressible fill may be present within the fill areas that were not observed in our
explorations.
4.7.1 Subgrade Preparation
On most project sites, the site grading is accomplished relatively early in the construction phase.
Fills are placed and compacted in a uniform manner. However, as construction proceeds,
Responsive m Resourceful m Reliable 13
Geotechnical Engineering Report
Memory Care Facility n Edmonds, Washington
March 12, 2014 n Terracon Project No. 81145006
Irerracon
excavations are made into these areas, rainfall and surface water saturates some areas, heavy
traffic from concrete trucks and other construction vehicles disturbs the subgrade, and many
surface irregularities are filled in with loose soils to temporarily improve trafficability. As a result,
the pavement subgrades, initially prepared early in the project, should be carefully evaluated as
the time for pavement construction approaches.
We recommend that the moisture content and density of the top 12 inches of the subgrade be
evaluated and that the pavement subgrades be proofrolled within two days prior to
commencement of actual paving operations. Areas not in compliance with the required ranges of
moisture or density should be moisture conditioned and recompacted. Particular attention should
be paid to high traffic areas that were rutted and disturbed earlier and to areas where backfilled
trenches are located. Areas where unsuitable conditions are located should be repaired by
removing and replacing the materials with properly compacted structural fills. If a significant
precipitation event occurs after the evaluation or if the surface becomes disturbed, the subgrade
should be reviewed by qualified personnel immediately prior to paving. The subgrade should be
in its finished form at the time of the final review.
4.7.2 Design Considerations
We anticipate that traffic loads will be produced primarily by automobile traffic and by occasional
delivery and trash -removal trucks. Pavement thicknesses were determined using AASHTO
methods based on assumed values of maximum ESAL loading of 50,000 (ESAL = equivalent
single axle load) over a 20-year design life.
The minimum pavement sections outlined below were determined based on the laboratory test
results and post -construction traffic loading conditions. These pavement sections do not
account for heavy construction traffic during development. A partially constructed structural
section may be subjected to heavy construction traffic that can result in pavement deterioration
and premature failure. Our experience indicates that this pavement construction practice can
result in pavements that will not perform as intended. Considering this information, several
alternatives are available to mitigate the impact of heavy construction traffic on the pavement
construction. These include using thicker sections to account for the construction traffic; using
some method of soil stabilization to improve the support characteristics of the pavement
subgrade; routing heavy construction traffic around paved areas; or delaying paving operations
until as near the end of construction as is feasible.
Pavement performance is affected by its surroundings. In addition to providing preventive
maintenance, the civil engineer should consider the following recommendations in the design
and layout of pavements:
• Final grade adjacent to parking lots and drives should slope down from pavement edges at
a minimum 2%;
• The subgrade and the pavement surface should have a minimum % inch per foot slope to
promote proper surface drainage;
Responsive w Resourceful m Reliable 14
Geotechnical Engineering Report
Memory Care Facility m Edmonds, Washington
March 12, 2014 n Terracon Project No. 81145006
Irerracon
• Install pavement drainage surrounding areas anticipated for frequent wetting (e.g.,
landscaping areas, etc.);
• Install joint sealant and seal cracks immediately;
• Seal all landscaped areas in, or adjacent to pavements to reduce moisture migration to
subgrade soils, and;
• Place compacted, low permeability backfill against the exterior side of curb and gutter
4.7.3 Estimates of Minimum Pavement Thickness
The listed pavement component thicknesses should be used as a guide for pavement sections
at the site for the traffic classifications stated herein. These recommendations assume a 20-year
pavement design life. If pavement frequencies or loads will be different than that assumed,
Terracon should be contacted and allowed to review these pavement sections.
As a minimum, we recommend the following typical pavement section be considered for the
proposed project:
Material
Thickness (inches)
WSDOT Std. Spec.
At least 24 inches of
95% of Modified Proctor
Subgrade
compacted in -place
MIDID, -2 to +2% OMC
material or structural fill
Crushed Aggregate Base
4
9-03.9(3) Base Course
9-03.8(2)'/2-inch HMA
Asphalt Surface Course
3
9-03.8(6)'/2-inch Aggregate
Total Pavement Section
7
Asphalt concrete aggregates and base course materials should conform to the 2012
Washington State Department of Transportation (WSDOT) M 41-10 "Standard Specifications for
Road, Bridge, and Municipal Construction". The abbreviations MDD, OMC, and HIMA in the
table above refer to Maximum Dry Density, Optimum Moisture Content, and Hot Mix Asphalt,
respectively.
The graded crushed aggregate base should be compacted to a minimum of 95 percent of the
material's modified Proctor (ASTM D-1557, Method C) maximum dry density. Where base
course thickness exceeds 8 inches, the material should be placed and compacted in two or
more lifts of equal thickness.
We recommend that a Portland cement concrete pavement (CCP) be utilized in entrance and
exit sections, dumpster pads, or other areas. where extensive wheel maneuvering or repeated
loading are expected. The dumpster pad should be large enough to support the wheels of the
truck which will bear the load of the dumpster. We recommend a minimum of 6 inches of CCP
underlain by 4 inches of crushed aggregate base. Although not required for structural support,
Responsive m Resourceful m Reliable 15
Geotechnical Engineering Report
Memory Care Facility m Edmonds, Washington
March 12, 2014 m Terracon Project No. 81145006
Irerracon
the base course layer is recommended to help reduce potentials for slab curl, shrinkage
cracking, and subgrade "pumping" through joints. Proper joint spacing will also be required to
prevent excessive slab curling and shrinkage cracking. All joints should be sealed to prevent
entry of foreign material and dowelled where necessary for load transfer.
Portland cement concrete should be designed with proper air -entrainment and have a minimum
compressive strength of 4,000 psi after 28 days of laboratory curing. Adequate reinforcement
and number of longitudinal and transverse control joints should be placed in the rigid pavement
in accordance with ACI requirements. The joints should be sealed as soon as possible (in
accordance with sealant manufacturer's instructions) to minimize water infiltration into the soil.
4.7.4 Pavement Drainage
Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond
on or adjacent to the pavements could saturate the subgrade and contribute to premature
pavement deterioration. In addition, the pavement subgrade should be graded to provide positive
drainage within the crushed aggregate base section.
We recommend drainage be included at the bottom of the crushed aggregate base layer at the
storm structures to aid in removing water that may enter this layer. Drainage could consist of
small diameter weep holes excavated around the perimeter of the storm structures. The weep
holes should be excavated at the elevation of the crushed aggregate base and soil interface.
The excavation should be covered with crushed aggregate which is encompassed in Mirafi
140NL or approved equivalent which will aid in reducing fines from entering the storm system.
4.7.5 Pavement Maintenance
The pavement sections provided in this report represent minimum recommended thicknesses.
Therefore preventive maintenance should be planned and provided for through an on -going
pavement management program. Preventive maintenance activities are intended to slow the rate
of pavement deterioration, and to preserve the pavement investment. Preventive maintenance
consists of both localized maintenance (e.g., crack and joint sealing and patching) and global
maintenance (e.g., surface sealing). Preventive maintenance is usually the first priority when
implementing a planned pavement maintenance program and provides the highest return on
investment for pavements. Prior to implementing any maintenance, additional engineering
observation is recommended to determine the type and extent of preventive maintenance. Even
with periodic maintenance, some movements and related cracking may still occur and repairs may
be required.
5.0 GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical recommendations
Responsive m Resourceful m Reliable 16
Geotechnical Engineering Report
Memory Care Facility m Edmonds, Washington Irerracon
March 12, 2014 m Terracon Project No. 81145006
in the design and specifications. Terracon also should be retained to provide observation and
testing services during grading, excavation, foundation construction and other earth -related
construction phases of the project.
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in
this report. This report does not reflect variations that may occur between borings, across the
site, or due to the modifying effects of construction or weather. The nature and extent of such
variations may not become evident until during or after construction. If variations appear, we
should be immediately notified so that further evaluation and supplemental recommendations
can be provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site
safety, excavation support, and clewatering requirements are the responsibility of others. In the
event that changes in the nature, design, or location of the project as outlined in this report are
planned, the conclusions and recommendations contained in this report shall not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.
Responsive m Resourceful m Reliable 17
APPENDIX A
FIELD EXPLORATION
.3 6
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4b
7
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TOPOGRAPHIC MAP IMAGE COURTESY OF
THE U.S. GEOLOGICAL SURVEY Project Manager. Project No.
QUADRANGLES INCLUDE: EDMONDS EAST, RIMS 81 145006 SITE LOCATION PLAN
WA(1/1/1981). Draw by: RIVIS Scale: 1:24,000 Irerracon Edmonds Memory Care Facility
DIAGRAM IS FOR GENERAL LOCATION ONLY, Chocked by: CRT "V)W�-2.D.,X 21905 64th Ave W Suite 100 7210 & 7220 210th Street SW
AND IS NOT INTENDED FOR CONSTRUCTION Approved by: Date: Mountlake Terrace, WA 98026 Edmonds, Washington
PURPOSES DAB February 2014 11 11
Exhibit
A-1
Geotechnical Engineering Report
Memory Care Facility m Edmonds, Washington Irerracon
March 12, 2014 m Terracon Project No. 81145006
Field Exploration Description
The subsurface exploration consisted of drilling and sampling 5 borings at the site to depths
ranging from about 21 Y2to 31 1/2feet below existing grade. The boring locations were laid out by
Terracon personnel. Distances from these locations to the reference features indicated on the
attached diagram are approximate. Boring locations were estimated using a GPS-enabled
phone and elevations were estimated using a tape measure and hand level. Boring elevations
are based on an assumed elevation of 100.0 feet at the catch basin near the northeast corner of
the site. The locations and elevations of the borings should be considered accurate only to the
degree implied by the means and methods used to define them.
The borings were drilled with a track -mounted rotary drill rig using hollow stem augers to
advance the boreholes. Representative soil samples were obtained by the split -barrel sampling
procedure. In the split -barrel sampling procedure, the number of blows required to advance a
standard 2-inch O.D. split -barrel sampler the last 12 inches of the typical total 18-inch
penetration by means of a 140-pound hammer with a free fall of 30 inches, is the standard
penetration resistance value (N). These values are indicted on the borings logs at the depths of
occurrence. This value is used to estimate the in -situ relative density of cohesionless soils and
the consistency of cohesive soils. The sampling depths and penetration distance, plus the
standard penetration resistance values, are shown on the boring logs. The samples were
sealed and taken to the laboratory for testing and classification.
An automatic SPT hammer was used to advance the split -barrel sampler in the borings
performed on this site. A greater efficiency is typically achieved with the automatic hammer
compared to the conventional safety hammer operated with a cathead and rope. Published
correlations between the SPT values and soil properties are based on the lower efficiency
cathead and rope method. This higher efficiency affects the standard penetration resistance
blow count (N) value by increasing the penetration per hammer blow over what would obtained
using the cathead and rope method. The effect of the automatic hammer's efficiency has been
considered in the interpretation and analysis of the subsurface information for this report.
Field logs of each boring were prepared by the geologist on site. These logs included visual
classifications of the materials encountered during drilling as well as the geologist's
interpretation of the subsurface conditions between samples. Final boring logs included with
this report represent an interpretation of the field logs and include modifications based on
laboratory observation and tests of the samples.
The samples were classified in the laboratory based on visual observation, texture and
plasticity. The descriptions of the soils indicated on the boring logs are in general accordance
with the enclosed General Notes and the Unified Soil Classification System. Estimated group
symbols according to the Unified Soil Classification System are given on the boring logs. A brief
description of this classification system is attached to this report.
Responsive m Resourceful n Reliable Exhibit A-3
CO
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R
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R:
0
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6
0
0
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0
BORING LOG NO. 1371
Page I of 1
PROJECT: Memory Care Facility
CLIENT: RJ Development Services
Olympia, Washington
SITE: 7220 21 Oth Street SW
Edmonds, Washington
(D
0
LOCATION SeeExhibitA-2
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Approximate Surface Elev. 100 (Ft.)
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DEPTH ELEVATION (R.
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PMLT over 2" CRUSHED ROCK
SIL SAND (SIVIIII, with gravel, brown, medium dense, moist
2.5 97.5+/-
SIL SAND (SMI, with gravel, light brown, dense, moist
14-21-23
X
12
N=44
S-1
8
5-
X
12
12-21-22
S-2
10
26
N=43
—4" SILTY SAND interbeds
X
13
10-16-31
N=47
S-3
j S_'
10.0 90+/-
10—
21-33-37
r �'�-
SILTY GRAVIELLY SAND (SMI, brown -gray, very dense, moist (Glacial
Till)
X
13
N=70
S-4
15
X
13
17-29-36
S-5
N=65
20-
X
12
20-27-50/5.5"
S-6
N=77/11.5"
r.) �121.5
78.5+/-
Boring Terminated at 21.5 Feet
Stratification lines are approAmate. In -situ, the transition may be gradual. Hammer Type: Automatic SPT Hammer
Advancement Method:
See Exhibit A-3 for description of field procedures.
Notes:
Hollow Stem Auger
See Appendix B for des&ption of laboratory
procedures and additional data (if any).
See Appendix C for explanabon of symbols and
Abandonment Method:
Borings backfilled with bentonite chips upon completion
abbreviations.
WATER LEVEL OBSERVATIONS
Boring Started: 211812014
Boring Completed: 2118t2014
Not Encountered
Irerracon
Drill 9g: D-50
Ddller. Holocene
21905 64th Ave. W, Suite 100
Mountlake Terrace, Washington
Project No.: 81145006
Exhibit: A-4
I
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BORING LOG NO. B-2.
Page 1 of 1
PROJECT: Memory Care Facility
CLIENT: RJ Development Services
Olympia, Washington
SITE: 7220 210th Street SW
Edmonds, Washington
a
0
LOCATION See Exhibit A-2
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DEPTH ELEVATION (Ft.
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.21AAEHAU
SILTY SAND Mill, with gravel to GRAVELLY, brown, loose, moist
(Probable Fill)
X
10
5-2-1
S-1
N=3
4.0 97.5+/-
s GRAVELLY SAND (SM), brown, medium dense, moist (Weathered
Glacial Till)
5
X10
6-6-6
S-2
10
N=12
.7.0
94.5+1-
SILTY SAND (SMI, trace gravel, gray -brawn, medium dense, moist
7-11-13
(Glacial Till)
16
N= 24
S-3
14
41
U
10—
3-18-12
grades to dense
X
14
N=30
S-4
.4
grades to very dense
15-
12-45-50/5 5"
5
N=95/11.5
S-5
20
16
25-41-50/5"
S-6
21.5 80+/-
N=91/11"
Boring Terminated at 21.5 Feet
Stratification lines are apprommate. In -situ, the transition may be gradual. Hammer Type: Automatic SPT Hammer
Advancement Method:
See Exhibit A-3 for descnpton of field procedures.
Notes.
Hollow Stem Auger
See Appendix 6 for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Borings backfilled with bentonite chips upon completion
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 2/18/2014
Boring Completed: 2/1812014
Not Encountered
Drill Rg: D-50
Driller. Holocene
21905 64th Ave. W, Suite 100
Mountlake Terrace, Washington
Project No.: 81145006
Exhibit: A-5
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BORING LOG NO. B-3
Page 1 of 2
PROJECT: Memory Care Facility
CLIENT: RJ Development Services
Olympia, Washington
SITE: 7220 21 Oth Street SW
Edmonds, Washington
(D
0
LOCATION SeeExhibitA-2
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Surficial grass and J9FS0L 97+/-
SILTY SAND (SM), with roots and organics, brown, loose, moist
grades to with gravel
X
4
6-4-5
N=9
S-1
1115.0
92.5+/-
5-
sl SAND (SM), with gravel, brown, medium dense, moist (Weathered
6-11-12
i
,
Glacial Till)
—
6
N= 23
S-2
16
7.0 90.5+/-
SILTY AND (SIVII, with gravel, very dense, gray, moist (Glacial Till)
10
16-43-50/4"
S-3
9
28
N=93/10"
10-
8
6-50/5"
S-4
N=50/5"
15—
X18-38-50/5.5"
10
S-5
N=88/11.5"
20-
10
15-35-43
S-6
—
N=78
�.f - 0-.24.0
735+/-
SIL SAND (SMI, trace gravel, dense, gray, wet (Advance Outwash)
25—
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic SPT Hammer
Advancement Method:
See Exhibit A-3 for description of field procedures.
Notes:
Hollow Stem Auger
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Borrings backfilled with bentonite chips upon completion
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boiring Started: 2/18t2014
Bodng Completed: 2tl8t2Ol4
24' While Drilling
Drill Rig: D-50
Ddller. Holocene
21905 64th Ave. W, Suite 100
Mountlake Terrace, Washington
Project No.: 81145006
Exhibit: A-6
6
C6
z
X
0
Co
W
3:
0
2;
U,
0
BORING LOG NO. B-3
Page 2 of 2
PROJECT: Memory Care Facility
CLIENT: RJ Development Services
Olympia, Washington
SITE: 7220 210th Street SW
Edmonds, Washington
(9
0
LOCATION See Exhibit A-2
U)
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Approximate Surface Elev. 97.5 (Ft.)
W
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DEPTH ELEVAT10N (Ft.)
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SIL SAND (SM), trace gravel, dense, gray, wet (Advance Outwash)
10-20-27
(continued)
X
14
N=47
S-7
30—
8-16-25
grades to with silt and gravel
—
8
N=41
S-8
..31.5
66+/-
Boring Terminated at 31.5 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic SPT Hammer
Advancement Method:
Hollow Stem Auger
See Exhibit A-3 for description of field procedures.
Notes:
See Appendix B for desaipbon of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Borings backfilled with bentonite chips upon completion
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 2/18/2014
Boring Completed: 2/18/2014
24'While Drilling
Drill Rg: D-50
[killer Holocene
21905 64th Ave. W, Suite 100
Mountlake Terrace, Washington
Project No.: 81145006
Exhibit: A-6
I
6
z
cc:
0
co
W
3:
0
co
0
BORING LOG NO. B-4
Page 1 of 1
PROJECT: Memory Care Facility
CLIENT: RJ Development Services
Olympia, Washington
SITE: 7220 21 Oth Street SW
Edmonds, Washington
o
LOCATION See Exhibit A-2
_J V)
z
W
CL
S
C/)
0
J
U
Lt
LU
> 0
LU
U)
Ir
Lu
z
LL
a.
ix
>
U)
LU
ED
z
Approximate Surface Elev. 97 (Ft.)
a
LU
U)
a.
0
U, LU
M
_J
CL
�: z
0
'U
X
co
0
(0
w
IL
DEP`rH (Ft..
U)
—ELEVATION
Surficial grass and TOPSOIL _96.5+/-
SILTY SAND (SM1, with gravel and interbedded silt lense (2"), trace roots,
brown, medium dense, wet (Weathered Glacial Till)
12
2-2-13
S-1
23
N=15
5.0 92+/
5—
GRAVELLY SAND (SM), brown -gray, dense to very dense, moist
8-23-26
(Glacial Till)
—
6
N=49
S-2
X10-22-28
10
S-3
10
N=50
1 0__
X10-28-50/6"
S-4
N=78/12"
15-
4
16-43-43
S-5
N=86
20-
X
8
10-24-35
S-6
21.5 75.5+/-
N=59
Boting Teffninated at 21.5 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Autornafic SPT Hammer
Advancement Method:
See Exhibit A-3 for description of field procedures.
Notes:
Hollow Stem Auger
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Borings ba.kfilled with bentonite chips upon completion
abbreviations.
WATER LEVEL OBSERVATIONS
Baing
Irerracon
Started: 2/1812014
Boring Completed: 2/1812014
Not Encountered
Drill Rig: D-50
Driller Holocene
21905 64th Ave. W, Suite 100
Mountlake Terrace, Washington
Project No.: 81145006
Exhibit: A-7
I
EL
.b
0
z
R
0
Co
LU
3:
0
in
0
LU
0
BORING LOG NO. B-5
Page 1 of 1
PROJECT: Memory Care Facility
CLIENT: RJ Development Services
Olympia, Washington
SITE: 7220 21 Oth Street SW
Edmonds, Washington,
(9
LOCATION See Exhibit A-2
in
W
W
—
0
LL
WZ
> 0
LU �
U)
t2
D
-.p
W
W
z
LL
a.
_J
W
>
D
C/)
z
W
Approximate Surface Elev. 97.5 (Ft.)
0-
LU
W Lu
U)
<
0
L)
LU
_J UJ
LL
> z
0
W
U
of
in
0
(n
X
0
W
IL
DEPTH ELEVATION (Ft.
4 0 SOIL
SILTY SAND (SMI, trace gravel, organics (roots), brown with slight
mottling, loose, wet (Possible Fill)
X
10
2-1-5
S-1
21
35
N=6
5-
X
1
-1(
5 )-16
N=26
S-2
92+/-
—
SILTY SAND (SM), with gravel, brown -gray, medium dense to dense,
moist (Weathered Glacial Till)
X
12
15-18-22
S-3
12
N=40
9.5 88+/-
10-
SILTY SA Q (SIVII, with gravel, brown -gray, very dense, moist (Glacial Till)
J>-,
12
13-27-32
S-4
N=59
15
1
50/6"
S-5
N=50/6"
20
�
ff12
19-31-45
S-6
(7
21.5 76+/-
N=76
Bonfng Terininated at 21.5 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic SPT Hammer
Advancement Method:
Hollow Stem Auger
See Exhibit A-3 for description of field procedures.
Notes:
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Borings backfilled with bentonite chips upon completion
abbreviations.
WATER LEVEL OBSERVATIONS
Boring Started: 2118/2014
Boring Completed: 2/18/2014
Not Encountered
Irerracon [kill
Rg: D-50
Ddller. Holocene
21905 64th Ave. W, Suite 100
Mountlake Terrace, Washington
Project No.: 81145006
Exhibit: A-8
APPENDIX B
LABORATORY TESTING
Geotechnical Engineering Report
Memory Care Facility w Edmonds, Washington Irerracon
March 12, 2014 m Terracon Project No. 81145006
Laboratory Testing
As part of the testing program, all samples were examined in the laboratory by experienced
personnel and classified in accordance with the attached General Notes and the Unified Soil
Classification System based on the texture and plasticity of the soils. The group symbol for the
Unified Soil Classification System is shown in the appropriate column on the boring logs and a
brief description of the classification system is included with this report in the Appendix.
At that time, the field descriptions were confirmed or modified as necessary and an applicable
laboratory testing program was formulated to determine engineering properties of the
subsurface materials.
Laboratory tests were conducted on selected soil samples and the test results are presented in
this appendix. The laboratory test results were used for the geotechnical engineering analyses,
and the development of foundation and earthwork recommendations. Laboratory tests were
performed in general accordance with the applicable ASTM, local or other accepted standards.
Selected soil samples obtained from the site were tested for the following engineering
properties:
I n-situ Water Content Grain Size Distribution
Organic Content
Responsive w Resourceful n Reliable
Exhibit B-1
GRAIN SIZE DISTRIBUTION
ASTM IM22
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS I HYDROMETER
A 1 r in ir 'An rn inn qnn
100
95
90
85
80
75
70
65
L9 60
w
>- 55
Co
Lu 50
Z
LL
,j F- 45
7 Z
19 w
0
5 ly 40
W
a.
35
3.
30
L
25
71 20
D
15
10
5
0
100
COBBLES
cm
Boring ID
Depth
0
B-1
5.0
X
B-2
7.5
3 A
B-3
7.5
B-5
2.5
Boring ID
Depth
0
L
B-1
5.0
X
B-2
7.5
A
B-3
7.5
*
B-5
2.5
Ll
PROJECT: Memory Care Facility
SITE: 7220 21 Oth Street SW
Edmonds, Washington
INN M
10 1 0.1
GRAIN SIZE IN MILLIMETERS
0.01 0.001 1
GRAVEL
I SAND
SILT OR CLAY
se I
fine
I coarse
I medium
I fine -d
USCS Classification LL PL I PI Cc I Cu
SILTY SAND (SM), with gravel
SILTY SAND (SM), trace gravel
SILTY SAND (SM), with gravel
SILTY SAND (SM), trace gravel
D100
D60
D30
D10
*/oGravel
O/oSand
O/osilt
1
25
0.445
0.101
15.5
58.3
26.2
12.5
0.309
8.3
50.8
40.9
19
0.463
0.095
18.6
53.5
27.8
19
0.391
13.5
51.5
35.0
Irerracon
21905 64th Ave. W, Suite 100
Mountlake Terrace, Washington
PROJECT NUMBER: 81145006
CLIENT: RJ Development Services
Olympia, Washington
EXHIBIT: B-2
1rerracon
Consulting Engineers & Scientists
Project Name: Edmonds Memory Care
Date: 2128/2014
Project Number: 81145006
Client: RJ Development Services
Report
of Determination
Organic Content ASTM D2974/ D2216
Sample:
S-2
Location:
B-3
Depth:
5-6.5'
Organic Content, percent:
3.51%
Moisture Content:
15.7%
Tested by: JW-
Reviewed by: JW
Respectfully submitted,
By Jeff Ward
Exhibit B-3
APPENDIX C
SUPPORTING DOCUMENTS
GENEML NOTES
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
Water Initially (HP) Hand Penetrometer
Encountered
Water Level After a
Auger Split Spoon Specified Period of Time (7) Torvane
Water Level After (b/fI Standard Penetration
LU a Specified Period of Time
> U) Test (blows per foot)
Z Shelby Tube Macro Core LU W
D _j Water levels indicated on Ile soil boring (PID) Photo -Ionization Detector
IL W logs are the levels measured in the
LU borehole at the times indicated.
!9 (OVA) Organic Vapor Analyzer
U) Groundwater level variations will occur LL
Ring Sampler Rock Core over time. In low permeability soils,
accurate determination of groundwater
levels is not possible with short term
water level observations.
Grab Sample No Recovery
DESCRIPTIVE SOIL CLASSIFICATION
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry
weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have
less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and
silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse -grained soils are defined
on the basis of their in -place relative density and fine-grained soils on the basis of their consistency.
LOCATION AND ELEVATION NOTES
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy
of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was
conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic
,maps of the area.
RELATIVE DENSITY OF COARSE -GRAINED SOILS CONSISTENCY OF FINE-GRAJNED SOILS
(More than 50% retained on No. 200 sieve.) (50% or more passing the No. 200 sieve.)
Density determined by St6ndard Penetration Resistance Consistency determined by laboratory shear strength testing, field
Includes gravels, sands and silts. visual -manual procedures or standard penetration resistance
�* U Descriptive Term Standard Penetration or Ring Sampler Descriptive Term Unconfined Compressive Standard Penetration or Ring Sampler
I
N-Valu N-Value
(Density) le Blows/Ft. (Consistency) Strength, Qu, tsf Blows/Ft.
Blows/Ft. BlowslFt.
LU
Very Loose 0-3 0-6 Very Soft less than 0.25 0-1 < 3
Loose 4-9 7-18 soft 0.25 to 0.50 2-4 3-4
Z
LU Medium Dense 10-29 19-58 Medium -Stiff 0.50 to 1.00 4-8 5-9
U) Dense 30-50 59-98 stiff 1.00 to 2.00 8-15 10-18
Very Dense > 50 > 99 Very Stiff 2.00 to 4.00 15-30 19-42
Hard > 4.00 > 30 > 42
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Descrildive Term(s) Percent Mamor Comoonent Particle Size
of other constituents Dty Weight of Saml2le
Trace < 15 Boulders Over 12 in. (300 mm)
With 15-29 Cobbles 12 in. to 3 in. (300mm to 75mm)
Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm)
Sand #4 to #200 sieve (4.75mm to 0.075mm
Silt or Clay Passing #200 sieve (0.075mm)
RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION
Descriptive Term(s) Percent Plasticily Index
of other constituents Dry Weight Non -plastic 0
Trace < 5 Low 1-10
With 5-12 Medium 11-30
Modifier > 12 High > 30
Irerracon Exhibit C-1
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil
Classification
Group
Symbol
Group Name B
Coarse Grained Soils:
Gravels:
More than 50% of
coarse fraction retained
on No. 4 sieve
Clean Gravels:
Less than 5% fines c
Cu �! 4 and 1 :� Cc:� 3 E
GW
Well -graded gravel F
Cu < 4 and/or 1 > Cc > 3 E
GP
Poorly graded gravel
Gravels with Fines:
More than 12% fines c
Fines classify as ML or MH
GM
Silty gravel I.G.11
Fines classify as CL or CH
GC
Clayey gravel F,G,H
More than 50% retained
on No. 200 sieve
Sands:
50% or more of coarse
fraction passes No. 4
sieve
Clean Sands: D
Less than 5% fine
Cu �: 6 and 1 :� Cc:� 3F
SW
Well -graded sand'
Cu < 6 and/or 1 > Cc > 3
SP
Poorly graded sand'
Sands with Fines:
More than 12% fines D
Fines classify as ML or MH
SM
Silty sand G,H,l
Fines classify as CL or CH
SC
Clayey sand G,Hj
Fine -Grained Soils:
50% the
Slits and Clays:
Liquid limit less than 50
Inorganic:
PI > 7 and plots on or above "A" linej
CL
Lean clay
PI < 4 or plots below "A" line J
ML
Silt K.L.M
Organic:
Liquid limit - oven dried
I < 0.75
I
OL
Organic clay K,L,M,N
Liquid limit - not dried
Organic silt K,L,M,O
or more passes
No. 200 sieve
Slits and Clays:
Liquid limit 50 or more
Inorganic:
PI plots on or above "A" line
CH
y K,L,M
Fat cla
PI plots below "A" line
MH
Elastic Silt K,L.M
Organic:
Liquid limit - oven dried
I < 0.75
OH
Organic cl ay K,L,M.P
Liquid limit - not dried
Organic Silt K,L,M,Q
Highly organic soils:
Primarily organic matter, dark in color, and organic odor
PT
Peat
A Based on the material passing the 3-inch (75-mm) sieve
B If field sample contained cobbles or boulders, or both, add "with cobbles
or boulders, or both" to group name.
c Gravels with 5 to 12% fines require dual symbols: GW-GM well -graded
gravel with silt, GW-GC well -graded gravel with clay, GP -GM poorly
graded gravel with silt, GP -GC poorly graded gravel with clay.
D Sands with 5 to 12% fines require dual symbols: SW-SM well -graded
sand with silt, SW -SC well -graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
E Cu = D60010 Cc= - (1) 30) 2
D1. x DW
F If soil contains �! 15% sand, add "with sand" to group name.
G If fines classify as CL-ML, use dual symbol GC -GM, or SC-SM.
50
(L
X 40
Lu
0
z
>- 30
U3 20
5
CL,
10
7
4
f%
0 10 16 20 30 40 so 60 70
LIQUID LIMIT (LL)
H If fines are organic, add "with organic fines" to group name.
1 If soil contains 2! 15% gravel, add "with gravel" to group name.
j If Afterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel,"
whichever is predominant.
L If soil contains 2! 30% plus No. 200 predominantly sand, add "sandy" to
group name.
m If soil contains 2: 30% plus No. 200, predominantly gravel, add
11 gravelly" to group name.
N PI �! 4 and plots on or above "A" line.
0 PI < 4 or plots below "A" line.
P PI plots on or above "A" line.
Q PI plots below "A" line.
For classification of fine-grained
soils and fine-grained fraction
of coafte-grained soils
0
L
Equation of W- line.
i Horizontal at 01=4 to LL=25.5.
I�en, P1=63i (LL-20)
o+.
11 n
Equation of.**U" - line
Vertical at LL=16 to PI=7,
to Pl=�,
/e,�',
then Pl"-0.9 L-8)
&
dr
MH or
OH
A
WIL or OL
"
80 §0 160 110
Irerracon
Exhibit C-2
Design Maps Summary Report
a.
User -Specified Input
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 47.80834'N, 122.33084OW
Site Soil Classification Site Class C — "Very Dense Soil and Soft Rock"
RiskCategory 1/11/111
5000M
77'"
Kingston
1W
-TS71W, __ - - -
USGS-Provided Output
@201
limill Crook
41
od 8
t
t ..N6rth'
"Cre
Ss = 1.275 g Sms = 1.275 g SDS = 0.850 g
S, = 0.498 g Sm, = 0.648 g SDI = 0.432 g
0 MapQuest,
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
MCE-a Response Spectrum
&601 CA 0*6 0.90 *" 4100 1," 1.46
P6riod. jr (wee)
DeSrign Response Spectruili
lkill, �
ov.o
6 7T_ -
G.Ya - -
Period. T (uqtc)
Although this inforrnation is a product of the U.S. Geological Survey, we provide no warranty, expressed or irnplied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject-i-natter, knowledge.
Exhibit C-3
TECHNICAL INFORMATION REPORT
for
Edmonds Memory Care
Snohomish County Tax ID # 00566900500101
(City of Edmonds)
October 31, 2014
Revised: April 17, 2015
June 9, 2015
Encompass, Eng i ne6ring & Surveying, Job No. 14503
C
Date:
T
9
APPLICABLE
JER CODE
RESUB
JUN 2 4 2015
na lot
Prepared b w"'An VERARTMENT
OW OF EDMONDS
EncoMDass
ENGINEERINIG & SURVENING
Western Washington Division
165 NE Juniper Street. Suite 201 - IssaQuah, VVA 98027 - Phone: (425) 392-0250 - rz: (425) 391-3055.
Eastem Washington Division
108 East 2nd Street - Cie Elurn, VVA 98922 - Phone: (SO.9) 67,1-7,133 - FaX: (S09) 671-7,119
Prepared for.
RJ Development Services, LLC.
Jeff Yates
401 Central St SE
Olympia, WA 98501
IM I f ILI
Edmonds Memory Care Technical Information Repo
TABLE OF CONTENTS
I.
Project Overview
Page 1
11.
Conditions and Requirements Summary
Page 2
111.
Off -Site Analysis
Page 3
IV.
Flow Control & Water Quality Facifity Analysis & Design
Page 4
V.
Conveyance System Analysis and Design
Page 6
VI.
Special Reports and Studies
Page 6
VII.
Other Permits
Page 6
VIII.
SWPPP Analysis and Design
Page 7
IX.
Operation and Maintenance Manual
Page 12
Maps AppendixA'
Upstream and Downstream Analysis Appendix'B'
Pre and Post Development Tributary Area Exhibit Appendix'C'
Hydraulic Analysis and Water Quality Calculations Appendix'D'
Conveyance System Analysis Appendix'E'
Special Reports 'Appendix'F'
Operational and Maintenance Manual Appendix'G'
SWPPP BMP Information and TESC Plan Appendix'H'
October 31, 2014 Page i
Edmonds Memdy Care Facility . Technical Information Report
PROJECT OVERVIEW
General. This report has been prepared to address Stormwater Runoff Control design
methodology and offsite conditions. Edmonds Memory Care Facility project is vested to
Stormwater Manual for Western Washington (Ecology 2005), and Stormwater Code Supplement to
Edmonds Community Development Code Chapter 18.30.
Project Location. Edmonds Memory Care Facility project site consists of one parcel comprised of
1.16 acres and located near the intersection of 2 1 01h Street SW and 72 nd Avenue W and within
Section 20, Township 27 North, Range 4 East, Willamette Meridian, City of Edmonds, Snohomish
County, State of Washington. The physical address of the project site is 21006 72 nd . Street SW,
Edmonds, WA 98026. The parcel number of the subject property is 00566900500101. Refer to
Appendix "A" for Aerial Map.
Existing and Proposed Project Site Characteristics. The site is comprised of approximately
1.16 acres, all of which is proposed to be developed at this time with a total of 0.96 acres of
proposed impervious surfaces. Overall,'the existing parcel has two existing buildings, asphalt
driveway, and several friature trees. The combination of the trees consists of miscellaneous
evergreens and deciduous trees (some Douglas Firs, True Cedars, Maple, and Madrone). The
existing topography gently slopes to the. west at approximately 0 to 5 percent.
The proposed development will create a three story building over parking for residents with
memory care needs. The development creates two entrances from the adjacent streets (drive
aisle) for fire truck access, along with frontage improvements, lawn.areas, and associated utilities,
The proposed grading will maintain the overland relief of the existing topography. One detention
vault is proposed for stormwater runoff control. Refer to Appendix "A" for Site Plan and Aerial
Photo Map.
Critical Areas. Based on City of Edmonds Critical Area Regulations, there are no critical areas on
the project site.
Soils. Per the geotechnical report completed by Terracon Consultants, Inc dated March 12, 2014,
the site stratigraphy consists of dense to very dense silty sand glacial till classified as soil group
type C. The topsoil layer is typically 6" or less, consisting of grass and topsoil. Refer to Appendix
"F" for copies of the Field Reports.
Proposed Storinwater Controls. The site is a Large Site Project Under ECDC 18.30.050 and
subject to the minimum requirements for such projects in 18.30.060 and ESCS. Stormwater runoff
from the proposed development will be collected and conveyed into an underground stormwater
control facility designed per City of Edmonds flow control and water quality requirements.
Discharge from the facility shall be conveyed through a KRISTAR PERK FILTER GULD
APPROVED structure and then to the existing public storm system located on the southwest
corner of the subject property. See Section IV of this TIR for additional information and hydraulic
analysis.
March 31, 2015 Page 1
Edmonds. Memory Care Facility' Technical Information Report
CONDITIONS AND REQUIREMENTS SUMMARY
Based on the Stormwater Design Manualfor Western Washington, Volume I — Minimum Technical
Requirements, Chapter 2 — Minimum Requirements for New Development or Redevelopment, all
nine (9) Minimum Requirements (MR) need to be implemented.
MR #1 — Preparation of Stormwater Site Plan. This Minimum Requirement consists of 7 steps.
Each step has been reviewed and considered during the design process and is described below:
Step 1. The existing project site topography has been collected and examined and a topographic
survey is provided as part of the plans. Existing drainage patterns, potential erosion areas, and
soil conditions have been analyzed.
Step 2. A site plan has been prepared in compliance with the city development code. The
proposed site plan provides the most developable layout, utilizing the maximum development
potential of the property as allowed by city.
Step 3. Off -site analysis of the upstream and downstream basins has been done. Refer to Section
III of this TIR for additional information regarding the Off -Site Analysis.
Step 4.. The minimum requirements for the new development, as required by the City, have been
reviewed during the stormwater site planning and design process.
Step 5. A permanent stormwater plan, design and calculations have been done per DOE's
Stormwater Management Manual for Western Washington. Western Washington Hydrology Model
(WWHM)* program was used for stormwater modeling. Refer to Section IV of this TIR for additional
and more detailed information.
Step 6. If necessary, a Stormwater Pollution Prevention Plan (SWPPP) and report will be prepared
for this project. A Notice of Intent application for Construction Stormwater General Permit with the
Department of Ecology will be submit ' ted if necessary. Refer to Section VIII of this TiR for
additional and more detailed information.
Step 7. This TIR and the engineering plans meet the requirements of this step.
MR #2 — Stormwater Pollution Prevention Plans (SINPPP). A Stormwa ter Pollution Prevention
Plan (SWPPP) and report will be prepared for this project. A Notice of Intent (NOI) application for
Construction Stormwater General Permit with the Department of Ecology was submitted 3/16/15.
Refer to Section VIII of this TIR for additional and more detailed information.
MR #3 — Source Control Pollution. Appropriate Source Control Pollution BMPs have been
proposed for a commercial development during operation of the facility. Refer to Section VIII of
this TIR for additional and more detailed information.
MR #4 — Preservation of Natural Drainage Systems and Outtalls. Natural drainage pattern
follows the existing topography of the project site. The existing site runoff drains in westerly
direction to the existing storm system on the west side of the project site. No off -site runoff from
adjacent streets drains onto the project site. There are no existing outfalls on the project site.
Refer to Section III of this TIR for additional and more detailed information.
March 31, 2015 Page 2
Edmonds Memory Care Facility Technical Information Report
MR #5 — On -Site Stormwater Management. Section 4.5 of the Edmonds Stormwater Code
Supplement requires LID techniques such as rain gardens, infiltration, permeable pavement, and
dispersion BMP's to be considered. Rain gardens and dispersion techniques are not feasible due
to lack of sufficient area. Infiltration and permeable pavement is not cost effective since the site is
located on fill and soils not feasible for infiltration. All post development runoff will be collected and
conveyed to a proposed detention vault. Stormwater runoff released from the detention facility will
pass through a Kristar GULD approved filtration system. Refer to the end of Section IV of this TIR
for additional and more detailed information.
MR #6 — Runoff Treatment Appropriate Water Quality BMP and design has been provided,
based on the water,quality design flow rate for treatment facility located downstream of proposed
cletention facility as specified in Volume IV, Chapter 2 of the SWMWW (DOE 2005). All on -site
pollution generating impervious and pervious surfaces will be collected and routed (through this
phosphorus filtration system by Kristar before discharging into the existing stormwater conveyance
system. Refer to Section IV of this TIR for additional and more detailed information.
MR #7 — Flow Control. Appropriate Flow Control BMPs and design has been provided, based on
the requirement to match post -development stormwater durations to pre -development stormwater
durations for the range of pre-develbpment discharge rates from 50 percent of the two year peak
flow up to the full 50 year peak flow, as per SWMWW (DOE 2005) It is proposed that a detention
vault be used for the proposed development. Refer to Section IV of this TIR for additional and
more detailed information.
MR #8 — Wetlands Protection. There are no existing wetlands on the project site. Therefore,
detention and/or treatment within wetlands or wetland buffers are not proposed.
MR #9 — Operation and Maintenance. Appropriate operation, inspection and maintenance of
stormwater facility and BMPs information are provided,in Section IX of this TIR.
Ill. OFF -SITE ANALYSIS
Offsite Analysis prepared herein is based on the site survey conducted by Encompass Engineering
and Surveying in March 2 014, and the downstream field inspection and site visit by Ehcompass
Engineering and Surveying in October 2014. Both the upstream and the downstream basins have
been analyzed. Refer to Appendix 'B' for additional information. .
Upstream Analysis. The project site is bound on the north by 210th Street SW, on the east by
72nd Avenue West, and on the south and west by private property. Upstream runoff is captured by
the existing drainage system is 21 01h Avenue SW and 72 nd Avenue West and routed away from the
site.
Downstream Analysis. The review of the available aerial photo and recorded data of the area
has been done to confirm this analysis. A site visit by Encompass Engineering and Surveying was
performed to observe downstream conditions. City of Edmonds on-line storm drainage maps and
information regarding existing facilities provided a starting point for the downstream analysis. The
weather on the day of the site visit was rainy and cloudy.
Runoff -generally sheet flows to southwesterly of the site to a low area along the west property line.
From there it is apparent that runoff sheet flows south and accumulate in a MH located on the
northwest side of a business center at point (A —in the parking area). Runoff from'the MH flows
south through a 30-inch concrete pipe and enters into public storm system along the 21211, street
March 31, 2015 Page 3
Edmonds Memory Care Facility Technical Information Report
SW —a CB at point (B). From there runoff continues southeast through a 30-inch concrete pipe and
enters into a MH located in the middle of the 212 1h street SW at point (C). From there flow
continues east through a 36-inch concrete pipe and enters into another MH located between the
intersection of the 212 th street SW and 72 nd Ave W at point (D) for a total of approximately 600-feet
downstream from the site. From there flow turns south through a 36-inch concrete pipe and enters
into a MH at point (E). From there flow continues south through a 36-inch concrete pipe located
along the west side of the 72 nd Ave W and enters into another MH at point (F). From the MH at
point (F), flow drains through a 36-inch concrete pipe and enters into a MH at point (G) for more
than a % mile downstream from the site. From there runoff enters into 216th Street SW storm
system and continues east and eventually outfalls into the Hall Creek at point (H).
Refer to Appendix'B'for additional information on downstream analysis.
IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN
Proposed Drainage Overview. The proposed development will increase the amount of impervious
surfaces on -site. This includes frontage improvements along adjacent streets, which consist of
landscaping, curb, gutter and sidewalk construction. Refer to Appendix "C" for the pre and post -
development tributary area exhibits. Drainage from the on -site pollution generating impervious
surfaces (PGIS) shall be conveyed via surface flows to the proposed detention vault which will
release runoff at the specified rate mentioned in Section 11 of this TIR, Minimum Requirement #7
into the phosphorus filtration system and then to the existing storm drainage system located in the
southwest corner of the subject property then onto .212th Street SW. . The flow will ultimately
continue into Halls Creek based on the City of Edmonds Watersheds Map.
Hydrologic analysis for the proposed Edmo ' nds Memory Care Facility project is consistent with the
2005 Stormwater Management Manual for Western Washington. Runoff modeling was done using
the Western Washington Hydrology model (WWHM), which is the continuous simulation model and
is the recommended approach for modeling long term (minimum, 20 years of data) storms.
Pre -Development Site Conditions:
The pre -development condition of the entire project site is determined to be pervious. Even though
there are existing structures and impervious areas on -site, the pre -development condition is
considered forested (see Appendix "C"). The pre -development area that was modeled includes
only the area affected by the development, and it does not include the area associated with
frontage improvements, since this area is analyzed separately as stated above.
FBasin
AimpervIous
Soil Type
Apervious
Soil Type
Land
Total Area
(acres)
(acres)
Coverage
(acres)
0
Till
1.16
Till
Forest
1.16
Utilizing WWHM model, the following run-off quantities ate calculated in cubic feet per second,(cfs)
(See Appendix "D"):
Basin
Q2-yr
Q5-yr
Q10-yr
Q25-yr
050-yr
Q100-yr
0.0195
0.0301
0.0359
0.0417
0.0452
0.0480
March 31, 2015 Page 4
Edmonds Memory Care Facility Technical Information Report
Post-DeveloApment Site Conditions:
The post -development condition will create impervious surfaces and lawns.
IMPERVIOUS AREA — The development includes,.rooftops, driveways, paved access roads, and
sidewalks throughout the project site.
PERVIOUS AREA — It is assumed that the remainder of the on -site development areas that are
not impervious will be landscaped with trees and lawn.
I Basin
Aimpervious
Soil Type
Apervious
Soil Type
Land
Total Area
(acres)
(acres)
Coverage
(acres)
0.92
impervious
0.24
Till
Grass
1.16
Utilizing WWHM model, the following mitigated run-off quantities are calculated in cubic feet per
second (cfs) (See Appendix "D"):
IBasin
Q�-yr
Q5-yr
Q10-yr
Q25-yr
QSO-yr
Q100-yr
0.0106
0.0189
0.0274
0.0430
0.0593
0.0811
Stormwater Manamement Facility Destan:
A detention vault is proposed for project site. The proposed storm water facility will be located in
its respective drainage basin. Refer to Appendix 'C' for the proposed facility location.
Flow Control. The flow control is required to reduce the downstream impacts of stormwater runoff
from impervious surfaces and land cover conversions on receiving water systems. The proposed
flow control facility is designed utilizing Western Washington. Hydrology Model (WWHM2012).
Standard flow control shall be applied so that stormwater discharges match post -development
discharge durations to pre -development durations for the range of pre -development discharge
rates from 50 percent of the 2-year peak flow up to the full 50-year peak flow,
Allowable discharge rates from the proposed detention vault is based on Section 11 of this TIR,
Minimum Requirement #7.
The total minimum REQUIRED flow control volume Was calculated to be 19,211 cubic feet (6f), as
shown in WWHM print out in Appendix "D".
Water Quality. Per section 4.6.2, Appendix 1 of the phase 11 Permit, phosphorus treatment is
required for this project since it is located in the greater Lake Ballinger watershed. A proposed
downstream phosphorus runoff treatment system is provided to reduce pollutant loads and
concentrations in stormwater runoff by using the full 2-year release rate from the detention facility,
under post development based on the WWHM 15-minutes time steps per table 4-3 of Exhibit A of
the City of Edmonds (BMP #: RT.07). This proposed BMP filtration system will also meet the basic
March 31, 2015 Page 5
Edmonds Memory Care Facility Technical Information Repo
and enhanced required water quality treatment which is based on the City of Edmonds accepted
technology for "General Use Level" designated by Ecology and Kristar/Oldcastle Precast, Inc.
The full 2-year release rate from the detention facility, under post development based on the
WWHM is 0.011 cfs which is 4.93 gpm; therefore, a single 12 inch cartridge will provide the
required phosphorus treatment system.
Refer to the attached detail Perk Filter Washington state GLUD Single Cartridge and WWHM print
out in Appendix "D".
On -Site Stormwater Management
All cleared areas that will become landscape areas are subject to soil amendment practices. The
intent of this project is to preserve and utilize native (existing) topsoil as much as possible.
Stockpiling native site duff and topsoil and reapplying after grading and construction is desired.
V. CONVEYANCE SYSTEM ANALYSIS -AND DESIGN
The on -site storm drain conveyance system ' is limited to the on -site storm drainage pipes that
convey the post -development runoff from the roofs to the proposed detention vault. All roof
downspouts shall be connected directly to the proposed on -site storm drain system and shall not
be allowed to surface discharge. It Was assumed during the analysis that the headwater of the
propose . d on -site storm drain conveyance system is at the highest at the farthest downstrearn end
(discharge point in the vault) of the system, which is equivalent to design water surface elevation in
the proposed vault. The proposed on -site storm drainage conveyance system will convey the post -
development 100-year flow.
V11. SPECIAL REPORTS AND STUDIES,
A geotoch report was completed by Teeracon Consultants, Inc dated March 12, 2014 (See
Appendix'F').
No other reports have been prepared for this project.
VII. OTHER PERMITS
In addition to the required City permits, the Construction Stbrmwater General Permit may be
required for this project if the project site and land disturbance area is larger than 1 acre. If
required, the Notice of Intent application for Construction Stormwater General Permit (CSWGP) will
be submitted to DOE separately and prior to start of construction. Appropriate time will be given to
allow for Public Notice publishing, public hearing period, and issuance of CSGP.
V1111. SWPPP ANALYSIS AND DESIGN
This SiormWater PollOtion Prevention Plan (SWPPP) has been,as part of the NPIDES stormwater
permi . t requirements for the Edmonds Memory Care Facility construction project in city of
Edmonds, and the objectives of this SWPPP are to:
March 31, 2015 Page 6
Edmonds Memory Care Facility Technical Information Report
1. Implement Best Management Practices (BMPs) to prevent erosion and
sedimentation, and to identify, reduce, eliminate or prevent stormwater
contamination and water pollution from construction activity.
2. Prevent violations of surface water quality, ground water quality, or sediment
management standards.
3. Prevent, during the construction phase, adverse water quality impacts including
impacts on beneficial uses of the receiving water by controlling peak flow rates and
volumes of stormwater runoff at the Permittee's outfalls and downstream of the
ouff4lls.
Based on Stormwater Manual for Western Washington, all new development and redevelopment
project shall comply with SWPPP Elements #1 through #12.
Element #1 — Preserve Vegetation / Mark Clearing Limits. To protect adjacent properties and
wetlands, and to reduce the area of soil exposed to construction, the limits of construction will be
clearly marked before land -disturbing activities begin. Trees that are to be preserved, as well as all
sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. In
general, natural vegetation and native topsoil shall be retained in an undisturbed state to the
maximum extent possible. The BMPs relevant to marking the clearing limits that will be applied for
these projects include:
Preserving Natural Vegetation (BMP C101) — to be implemented'throughout the project
site, especially within critical area. buffers, to save existing trees and vegetation that is
to remain Undisturbed.
High Visibility Plastic or Metal Fence (BMP C104) — provide and install along the
wetland delineation line.
Element #2 — Establish Construction Access. Construction access, or activities occurring on
unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to
minimize the tracking of sediment onto public roads, and wheel washing, street sweeping, and
street cleaning shall be employed to prevent sediment from entering state waters. One
construction access shall be provided on this project. All wash wastewater shall be controlled on
site. The specific BMPs related to establishing construction access that will be used on these
projects include:
;;� Stabilized Construction Entrance (BMP C105).
Wheel Wash (BMP C106) —will be provided if stabilized construction entrance is
not adequate to prevent tracking of sediment onto paved roa ds or if wet season
grading is proposed. Contractor. shall observe and implement this BMP as
necessary.
Element #3 — Control Flow Rates. In order to protect the properties and waterways downstream
of the project site from soil erosion due to increases in velocity and peak flows rates, stormwater
discharges from the site will be controlled. The specific BMPs for flow control that shall be used on
these projects include:
Detention vault will be constructed as shown on the plans, which will include the Control
Structure.
Element #4 — Install Sediment Controls. All stormwater runoff from disturbed areas shall pass
through an appropriate sediment removal BMP before leaving the construction sites or prior to
March 31, 2015 Page 7
I Y
Edmonds Memory Care Facility Technical Information Report
being discharged to an infiltration facility. The specific BMPs to be used for controlling sediment on
these projects include:
Silt Fence (BMP C233) will be installed along clearing limits and property lines as
shown on plans prior to rainy season.
In addition, sediment will be removed from paved areas in and adjacent to construction work areas
manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle
tires away from the sites and to minimize wash -off of sediments from adjacent streets in runoff.
The following BMPs will be implemented as end -of -pipe sediment controls as required to meet
permitted turbidity limits in the sites discharges. Prior to the implementation of these technologies,
sediment sources and erosion control and soil stabilization BMP efforts will be maximized to
reduce the need for end -of -pipe sedimentation controls.
��- Outlet Protection (BMP C209) — outlet end of the discharge pipe.
Those BMPs designed to remove solids by settling (detention vault) can be used during the
construction phase. When permanent stormwater BMPs will be used to control sediment
discharge during construction, the structure will be protected from excessive sedimentation with
adequate erosion and sediment control BMPs. Any accumulated sediment shall be removed after
construction is complete:
1-
A� Detention vault, which will includes the Control Structure, with an appropriate inlet
protection will be constructed as shown on the plans.
Element #5 — Stabilize Soils. All exposed and unworked soils shall be stabilized with the
application of effective BIVIPs to prevent erosion throughout the life of the projects. The specific
BMPs for soil stabilization that shall be used on these projects include:
Temporary and Permanent Seeding (BMP C120) will be installed on all fill and cut
slopes on the north, south and east portions of the project site prior to rainy season.
Mulching (BMP C121) will be installed directly after BMP C120 prior to rainy season.
Topsoiling (BMP C125) will be installed together as necessary with BMP C120 to
provide a suitable growing medium.
All cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily
covered with plastic covering.
Plastic Covering (BMP C123) will be provided and installed on top of all stockpiles as
shown on the plans.
All exposed and unworked soils shall be stabilized. No soils shall remain exposed and
unstabilized for more than 7 days during the dry season (from May 1 to September 30) and 2 days
during the wet season (October 1 to April 30). Regardless of the time of year, all soils shall be
stabilized at the end of the shift before a holiday or weekend if needed.
Element #6 — Protect Slopes. All cut and fill slopes will be designed, constructed, and protected
in a manner than minimizes erosion and in compliance with Snohomish County requirements.
Grading setback requirements for all cut and fill slopes shall be implemented as shown on the
plans. Most of the slopes on this project are fill slopes which are located mostly on the north, south
and east side of the project site. Thefollowing specific BMPs will be used to protect slopes on this
project:
March 31, 2015 1 Page 8
Edmonds Memory Care Facilitv I Technical Information Re
Temporary and Permanent Seeding (BMP C120) will be installed on , all fill and cut
slopes on the north, south and east portions of the project site prior to rainy season.
Topsoiling (BMP C125) will be installed together as' necessary with BMP C120 to
provide a suitable growing medium.
Due to the limited space and short lengths of fill slopes, Nets and Blankets (BMP C122) is not
proposed. Contractor may choose to provide and install nets and blankets if BMP C120 and BMP
C125 seem to be inadequate. All drainage shall be directed away from any fill slopes�as shown on
grading plans.
Element #7 — Protect Permanent Drain Inlets. All storm drain inlets and culverts ' made operable
during construction shall be protected to prevent unfiltered or untreated water from entering the
drainage conveyance system. However, the first priority is to keep all access roads clean of
sediment and keep street wash water separate from entering storm drains until treatment can be
provided. The following inlet protection measures will be applied on these projects:
Storm Drain Inlet Protection (BIMP C220) will be implemented for all drainage inlets and
culverts that could potentially be impacted by sediment -laden runoff on and nbar,the
project sites.
Element #8 — Stabilize Channels and Outlets. Where site runoff is to be conveyed in channels,
or discharged to a stream or some other natural drainage point, efforts will be taken to prevent
downstream erosion. Since there are not channels proposed on this project, the outlet of the storm
drainag� pipe discharging from the project -site shall be stabilized. The specific BMP for outlet
stabilization that shall be used on these projects include:
I
Outlet Protection (BMP C�09) — outlet end of the discharge pipe as shown on
the plans.
Element #9 — Control Pollutants. All pollutants, including waste materials and demolition debris,
that occur onsite shall be handled and disposed of in a manner that does not cause contamination
of stormwater. Good housekeeping and preventative measures will be taken to ensure that the
sites will be kept clean, well organized, and free of debris. If required, BMPs to be implemented to
control specific sources of pollutants are discussed below.
Vehicles, construction equipment, and/or petroleum product storage/dispensing:
All vehicles, equipment, and petroleum product storage/dispensing areas will be
inspected regularly to detect any leaks or spills, and to identify maintenance needs to
prevent leaks or spills.
On -site fueling tanks and petroleum product storage containers shall include secondary
containment. These areas will be covered with temporary roofs or plastic and will be
bounded by a 1-foot tall plastic lined earthen berm. Refer to BMP for Fueling at
Dedicated Stations.
Spill prevention measures, such as drip pans, will be used when conducting
maintenance and repair of vehicles or equipment.
In order. to perform emergency repairs on site; temporary plastic will be placed beneath
and, if raining, over the vehicle.
Contaminated surfaces shall be cleaned immediately, following any discharge or spill
incident.
March 31, 2015 Page 9
1 4
Edmonds Memory Care Facility Technical Information Report
Should Mobile Fueling'be implemented, appropriate BMP for Mobile Fueling of Vehicles
and Heavy Equipment will be implemented.
Chemical storage:
Any chemicals stored in the construction areas will conform to the appropriate source
control BMPs listed in Volume IV of the Ecology stormwater manual.
Application of agricultural chemicals, including fertilizers and pesticides, shall not be
allowed on -site without prior approval by the Wetland Biologist. Should the Wetland
Biologist allow these applications, these actions will be conducted in a manner and at
'application rates that will not result in loss of chemical to stormwater runoff.
Manufacturers' recommendations for application procedures and rates shall be
followed. I
Excavation and tunneling spoils dewatering waste:
Dewatering BMPs and BMPs specific to the excavation and tunneling (including
handling of contaminated soils) are discussed under Element 10.
Demolition:
Dust released from dernolished sidewalks,. buildings, or structures will be controlled
using Dust Control measures (BMP C140).
Storm drain inlets vulnerable to stormwater discharge carrying dust, soil, or debris will
be protected using Storm Drain Inlet Protection (BMP C220 as described above for
Element 7).
J_ Process water and slurry resulting from sawcutting and surfacing operations will be
prevented from entering the waters of the State by" implementing Sawcutting and
Surfacing Pollution Prevention measures (BMP C152).
Concrete and grout-,
t.
Process water and slurry resulting from concrete work will be prevented from entering
the waters of the State by implementing Concrete Handling measures (BMP C151).
Sanitary wastewater:
Portable sanitation facilities will be firmly secured, regularly maintained, and emptied
when necessary.
Wheel wash or tire bath wastewater shall be discharged to a separate on -site treatment
system or to the sanitary sewer as part of Wheel Wash implementation (BMP C 106).
Solid Waste:
Solid waste will be stored in secure, clearly marked containers.
Other:
Other BMPs will be administered as necessary to address any additional pollutant sources on site.
March 31, 2015 Page 10
Edmonds Memory Care Facility Technical Information Report
Element #10 — Control Dewatering. No dewatering is expected as part of this project.
Element #11 — Maintain Best Management Practices (BMPs). All temporary and permanent
erosion and sediment control BMPs shall be maintained and repaired as needed to assure
continued performance of their intended function. Maintenance and repair shall be conducted in
accordance with each particular BMP's specifications. Visual monitoring of the BMPs will be
conducted at least once every calendar week and within 24 hours of any rainfall event that causes
a discharge from the site. If the site becomes inactive and is temporarily stabilized, the inspection
frequency will. be reduced to once every month.
All temporary erosion and sediment control BMPs shall be removed within 30 days after the final
site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped
sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs or
vegetation shall be permanently stabilized.
Element #12 — Manage the Project. Erosion and sediment control BMPs for these projects have
been designed based on the following principles:
Design the projects to fit the existing topography, soils, and drainage patterns.
Emphasize erosion control rather than sediment control.
Minimize the extent and duration of the area exposed.
Keep runoff velocities low.
Retain sediment on site.
Thoroughly monitor sites and maintain all TESC measures.
Schedule major earthwork during the dry season.
The project will be managed according to the following key project components:
Certified Erosion and Sedimentation Control Lead (CESCL)
CESCL shall be identified for the project prior to start of the construction.
Phasing of Construction
Edmonds Memory Care Facility construction project consists of a single construction
phase, due to small size of this project.
Clearing and grading activities will be conducted only as pursuant to site development
plans approved by the City of Edmonds that establishes permitted areas of clearing,
grading, cutting, and filling. These permitted clearing and grading areas and any other
areas required to preserve critical or sensitive areas, buffers, native growth protection
easernents, or tree retention areas as required by the local jurisdiction, are delineated
on the site plans and shall be delineated at the construction site.
Seasonal Work Limitations
The following activities are exempt from the seasonal clearing and grading limitations:
Routine maintenance and necessary repair of erosion and sediment control
BMPs;
March 31, 2015 Page 11
Edmonds Memory Care Facility Technical Information Report
• Routine maintenance of public facilities or existing utility structures that do not
expose the soil or result in the removal of the vegetative cover to soil; and
• Activities where there is 100 percent infiltration of surface water runoff within the
site in approved and installed erosion and sediment control facilities.
Coordination with Utilities and Other Contractors
Care has been taken to coordinate with utilities, other construbtion projects, and the
local jurisdiction in preparing this SWPPP. CESCL and the Contractor shall ensure that
proper scheduling of the construction work is coordinated with other utilities and
contractors.
Inspection and Monitoring
All BMPs shall be inspected, maintained, and repaired as needed to assure continued
performance of their intended function.
-site or on -call at all times.
A Certified Erosion and Sediment Control Lead shall be on
Sampling and analysis of the stormwater discharges from the construction sites may be
necessary to ensure compliance with standards. It is recognized that the local
permitting authority may establish monitoring and reporting requirements when
necessary.
Whenever inspection and/or monitoring reveals that the BMPs identified in the this
SWPPP are inadequate, due to the actual discharge of or potential to discharge a
significant amount of any pollutant, the SWPPP shall be modified, as appropriate, in a
timely manner.
Maintenance of the Construction SWPPP
This SWPPP shall be retained on -site or within reasonable access to the site. The SWPPP shall
be modified whenever there is a significant change in the design, construction, operation, or
maintenance of any BMP.
IX. OPERATION AND MAINTENANCE MANUAL
Operation and maintenance of the site and all proposed stormwater facilities on this project will be
required after the construction completion and throughout the life of this development.
This development is served by a series of storm drain pipes that collect and convey roof runoff and
surface runoff from landscape areas separately, catch basins, underground detention vault and a
12-inch vault pipe. Each storm drainage component mentioned above consists of a number of
items that need to be properly maintained.
In addition, this development contains site features that will require regular inspection and
maintenance, such as access roads, fences, and landscaping. Each site feature contains a
number of items th�afneed to be properly inspected and maintained.
Refer to Appendix "G" for a copy of the Operation and Maintenance information as described
above.
March 31, 2015 Page 12,
APPENDIX'A'
Google Maps
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map is a user generated static output from an Internet mapping site and Is for
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reference only. Data layers that appear on this map may or may not be accurate,
.
,C, City of Edmonds
current� or oth erwise reUable.
THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTION
APPENDIX 'B' -
C Y, o f- E c-1 monds Downstream Drainage MAP
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This map is a user generated static output from an Internet mapping site and is for
reference only. Data layers that appear on this map may or may not be accurate,
VVGS_1984_Web�_Mercator,.Au)dliary_Sphere current, or otherwise reliable.
Q City of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTION
ILegend
Notes
City of Edmonds Down s*tream Drainage MAP
2101t. St SW
SHT 9
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1: 8,875
0 369.78 739.6 Feet This map is a user generated stati6output from an Internet mapping site and is for*
- - --I reference only. Date layers that appear on this map may or may not be accurate,
WGS-1984-Web�-mercator,Au)dliary-Sphere Surrent, or otherwise reliable.
0 City of Edmonds, THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTION
Legend
Notes
- 7i
4k
t.'P-
Iv
13�
, lfo�, Cli-w -
z6v
�Z'7 7
cf.
12
AN
vi
IN
MIL
/*
jf�z-
APPENDIX'C'
IMPERVIOUS AREA BREAKDOWN
Existing:
Pavement 12,413 sf
Buildings 5,863 sf
Sidewalks 290 sf
Proposed:
Pavement
12,507 sf
Building
25,675 sf
Sidewalk
1,223 sf
Generator
110 sf
Transformer
100 sf
Storage
400 sf
TOTAL = 18,566 sf
TOTAL = 40,015 sf
APPENDIXV
WWHM,201.',2.
POR,
PR,-OJEfi,-'C,.,T REl- T
c
i
u
General Model Information
Project Name:
14503
Site Name:
Edmonds Memory Care
Site Address:
7208 21 Oth Street SW
City:
Edmonds
Report Date:
6/4/2015
MGS Region:
Puget East
Data Start:
1901/10/1
Data End:
2058/09/30
Timestep:
15 Minute
DOT Data Number03
Version:
2015/03118
POC Thresholds
Low Flow Threshold for POC1: <�5 Perce t of the 2 Year
High Flow Threshold for POC1: ��50,,Xear
a,
14503 6/412015 4:53:10 PM Page 2
Mitigated Land Use
Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Lawn, Flat 0.24
Pervious -Total 0.24
Impervious Land Use Acres
ROADS FLAT 0.29
ROOF TOPS FLAT 0.6
SIDEWALKS FLAT 0.03
Impervious Total 0.92
Basin Total 1.16
Element Flows To:
Surface Interflow Groundwater
Vault 1 Vault 1
0
14503 6/4/2015 4:53:10 PM Page 4
Routing Elements
Predeveloped Routing
14503 6/4/2015 4:53:10 PM Page 5
Mitigated Routing
Vault 1
Width:
52 ft
Length:
124 ft.
Depth:
4 ft.
Discharge Structure
Riser Height:
3 ft.
Riser Diameter:
18 in.
Notch Type:
Rectangular
Notch Width:
0.010 ft.
Notch Height:
1.000 ft.
Orifice 1 Diameter:
0.512 in. Elevation:O ft.
Element Flows To:
Outlet 1
Outlet
2
Vault
Hydraulic Table
Stage(ft)
0.0000
Area(ac)
0.148
Volume(ac-ft) Discharge(cfs) Infift(cfs)
0.000 0.000
0.0444
0.148
0.006
0.001
0.000
0.000
0.0889
0.148
0-01,33
0.002
0.000
0.1333
0.148
0.019
0.002
0.000
0.1778
0.2222
0.148
0.148
(�P26
O�1032
0.002
0.003
0.000
0.000
0.2667
0.148
�O.�R39
0.003
0.000
0.3111
0.3556
0.4000
0.148 0-1046
0 148 �Q�So * 052
0.003
0.004
0.000
0.000
0 148
9
0.059
0.004
0.000
0.4444
0.148
0.065
0.004
0.000
0.4889
0.148
0.072
0.004
0.000
0.5333
0.148
0.078
0.005
0.000
Q.5778
0.148
0.085
0.005
0.000
0.6222
0.148
0.092
0.005
0.000
0.6667
0.148
0.098
0.005
0.000
0.7111
0.148
0.105
0.005
0.000
0.7556
0.148
0.111
0.006
0.000
0.8000
0.148
0.118
0.006
0.000
0.8444
0.148
0.125
0.006
0.000
0.8889
0.148
0.131
0.006
0.000
0.9333
0.148
0.138
0.006
0.000
0.9778
0.148
0.144
0.006
0.000
1.0222
0.148
0.151
0.007
0.000
1.0667
0.148
0.157
0.007
0.000
1.1111
0.148
0.164
0.007
0.000
1.1556
0.148
0.171
0.007
0.000
1.2000
0.148
0.177
0.007
0.000
1.2444
0.148
0.184
0.007
0.000
1.2889
0.148
0.190
0.007
0.000
1.3333
0.148
0.197
0.008
0.000
1.3778
0.148
0.203
0.008
0.000
1.4222
0.148
0.210
0.008
0.000
1.4667
0.148
0.217
0.008
0.000
1-.5111
0.148
0.223
0.008
0.000
1.5556
0.148
0.230
0.008
0.000
1.6000
0.148
0.236
0.008
0.000
14503
6/4/2015 4:53:10 PM
Page 6
Analysis Results
POC 1
0.1
0
J
L 01
01
DO I -
+ Predeveloped x Mitigated
Predeveloped Landuse Totals for POC #1
Total Pervious Area:
1.16
Total Impervious Area:
0
Mitigated Landuse Totals
for POC #1 <
Total Pervious Area:
0.24
Total. Impervious A rea:
0.92
Flow Frequency Method:
Log Pear%sn\]Type III 17B
--I
. '.
rx���
Flow Frequency Return Period's or\ redeveloped. POC #1
Return Period
<Kid (c
2 year '01
�290'1
5 year < C��-
6, 3 8
,
10 year '11�00.04173
'03589
25 year
50 year
0.045195
100 year
0.048041
Flow Frequency Return Periods for Mitigated. POC #1
Return Period
Flow(cfs)
2 year
0.010611
5 year
0.018876
10 year
0.027351
25 year
0.042952
50 year
0.059341
100 year
0.081107
AnnualPeaks
Annual Peaks for Predeveloped
and Mitigated. POC #1
Year Predeveloped Mitigated
1902 0.027
0.009
1903 0.010
0.007
1904 0.018
0.008
1905 0.011
0.011
1906 0.004'
0.006
1907 0.031
0.009
1908 0.019
0.008
1909 0.021
0.009
1910 0.034
0.009
1911 0.018
0.009
IC�fte
') 17) 3) 0 n 0 �S 0 0 ;S5 J) C "'
14503 6/4/2015 4:53:10 PM Page 8
1912
0.049
0.013
1913
0.029
0.018
1914
0.007
0.007
1915
0.010
0.013
1916
0.016
0.009
1917
0.008
0.008
1918
0.019
0.024
1919
0.014
0.008
1920
0.018
0.008
1921
0.019
1922
0.022
.0.010
0.009
1923
0.014
0.012
1924
0.009
0.008
1925
0.010
0.008
1926
0.017
0.008
1927
0.022
Q.009
1928
0.015
0.009
1929
0.031
0.013
1930
0.018
0.009
1931
0.019
0.009
1932
0.013
0.010
1933
0.016
0.010
1934
0.043
0.056
1935
0.016
0.018,
1936
.0.026
0.016
1937
1938
0.021
0.021
Q�908
mql�lG�5
1939
0.001
9007
1940
0.017
0:610
1941
0.017
<�T&68
1942
0.026
0.037
1943
0.009
0.009
1944
0.021
0.020
1945
0.019
0.013
1946
0.017
0.008
1947
0.012
0.007
1948
0.040
0.009
1949
0.033
0.022
1950
0.018
0.009
1951
0.021
0.011
1952
0.057
0.024
1953
0.051
0.051
1954
0.016
0.010
1955
0.013
0.008
1956
0.009
0.008
1957
0.023
0.014
1958
0.054
0.150
1959
0.033
0.051
1960
0.012
0.008
1961
0.034
0.036
1962
0.017
0.010
1963
0.008
0.007
1964
0.012
0.007
1965
0.040
0.034
1966
0.008
1967
.0.007
0.015
0.007
1968
0.021
0.011
1969
0.014
0.009
14503
6/4/2015 4:56:43 PM
Page 9
1970
0.022
0.009
1971
0.042
0.030
1972
0.028
0.010
1973
0.031
0.021
1974
0 , 017
0.009
1975
0.045
0.086
1976
0.020
0.009
1977
0.013
0.008
1978
0.039
0.033
1979
0.010
0.008
1980
0.019
0.009
1981
0.019
0.009
1982
0.013
0.009
1983
0.032
0.013,
1984
0.008
0.008
1985-
0.019
0.008
1986
0.015
0.010
1987
0.032
0.027
1988
0.024
0.018
1989
0.019
1990
0.024
0.009
1991
0.018
0.009
1992
0.028
0.026
1993
0.023
0.010
1994
o.o4o
0.016
1995
0.010
01008
1996
0.045
&0�7
1997
1998
0.021
0.020
0
0.001
17.0'06
.1999
2000
0.015
'C'�O. 0 12
2001
0.011
0.008
2002
0.024
0.009
2003
0.021
0.010
2004
0.022
0.010
2005
0.024
0.010
2006
0.014
0.009
2007
0.016
0.009
2008
0.020
0.009
2009
0.013
0.008
2010
0.010
0.015
2011
0.013
0.009
2012
0.018
0.008
2013
0.015
0.008
2014
0.010
0.007
2015
0.029
0.008
2016
0.005
0.008
2017
0.032
0.022
2018
0.054
0.134
2019
0.058
0.037
2020
0.017
0.009
2021
0.026
0.021
2022
0.009
0.008
2023
0.021
0.010
2024
0.042
0.009
2025
0.017
0.009
2026
0.030
0.016
2027
0.014
0.008
14503
6/4/2015 4:56:43 PM
Page 10
2028
0.007
0.007
2029
0.022
0.019,
2030
0.043
0.017
2031
0.012
0.007
2032
0.009
0 " 007
2033'
0.011
0.007
2034
0.012
0.008
2035
0.048
0.153
2036
0.025
0.010
2037
0.005
0.007
2038
0.025
0.017
2039
0.002
0.006
2040
0.009
0.009
2041
0.014
0.008
2042
0.049
0.035
2043
0.022
0.021
2044
0.030
0.019
2045
0.019
0.014
2046
0.022
0.031
2047
0.014
0.012
2048
0.019
0.009
2049
0.018
0.009
2050
0.01,2
0.009
2051
0.020
0.009
2052
0.011
0.00-9
2053
0.020
0,033
2054
0.025
'10
V
2055
.0-008
000,
2056
0.008
0' .
6. �� 1, 8
2057
0.013
q7cri 0
2058
0.016
"C�O - 0 15
Ranked Annual Peaks
Ranked Annual Peaks for Precleveloped and Mitigated. POC #1
Rank
Predeveloped Mitigated
1
0.0577
0.1526
2
0.0573
0.1501
3
0.0541
0.1339
4
0.0540
0.0863
5
.0-0513
0.0565
6
0.0492
0.0509
7
0.0486
0.0505
8
0.0478
0.0366
9
0.0452
0.0366
10
0.0446
0.0365
11
0.0433
0.0360
12
0.0426
0.0352
13
0.0422
0.0337
14
0.0417
0.0331
15
0.0403
0.0330
16
0.0402
0.0308
17
0.0397
0.0304
18
0.0390
0.0268
19
0.0336
0.0260
20
0.0336
0.0244
21
0.0331
0.0240
22
0.0328
0.0223
23
0.0320
0.0218
14503 6/4/2015 4:56:43 PM I I Page 11
24
0.0319
0.0213
25
0.0317
0.0210
26
0.0315
0.0210
27
0.0307
0.0203
28
0.0307
0.0194
29
0.0304
0.0193
30
0.0302
0.0191
31
0.0294
0.0183-
32
0.0294
0.0176
33
0.0277
0.0176
34
0.0276
0.0175
35
0.0275
0.0167
36
0.0265
0.0164
37
0.0257
0.0152
38
0.0256
0.0145
39
0.0248
0.0143
40
0.0247
0.0136
41
0.0246
0.0133
42
0.0243
0.0131
43
0.0242
0.0130
44
0.0239
0.0128
45
0.0237
27
46
0.0228
00.001125
47
0.0226
0.012
48
0.0224
0.01�?
49
0.0224
01011
50
0.0221
H
51
52
0.0221
0.0218-.
o 6
6'. 9
53
0.0218
54
0.0216
..104
-0.0103
55
0.021
0.0103
56
0.0214
0.0102
57
0.0213
0.0101
58
0.0212
0.0100
59
0.0211
0.0098
60
0.0211
0.0097
61
0.0209
0.0097
62
0.0209
0.0097
63
0.0208
0.0097
64
0.0203
0.0097
65
0.0200
0.0096
66
0.0200
0.0696
67
0.0199
0.0096
68
0.0197
0.0095
69
0.0195
0.0095
70
0.0194
0.0095
71
0.0191
0.0094
72
0.0191
0.0094
73
0.0191
0.0094
74
0.0191
0.0094
75
0.0189
0.0093
76
'77
0.0189
0.0093
0.0188
0.0093
78
0.0186
0.0093
79
0.0185
0.0092
80
0.0184
0.0092
81
0.0180
0.0092
14503
6/4/2015 4:56:43 PM
Page 12
140
0.0094
0.0075
141
0.0091
0.0074
142
0.0090
0.0074
143
0.0087
0.0074
144
0.0083
0.0073
145
0.0082
0.0072
146-
0.0080
0.0072
147
'0.0077
0.0071
148
0.0076
0.0071
149
0.0071
0.0071
150
0.0069
0.0071
151
0.0066
0.0069
152
0.0054
0.0069
153
0.0048
0.0067
154
0.0045
0.00,67
155
0.0022
0.0064
156
0.0013
0.0059
157
0.0010
0.0058
14503
6/4/2015 4:56:43 PM
Page 14
Duration Flows
The Facility PASSED
Flow(cfs)
Predev
mit
Percentage
Pass/Fail
0.0098
54379
50332
92
Pass
0.0101
50129
43748
87
Pass
0.0105
46253
39702
85
Pass
0.0108
42802
36118
84
Pass
0.0112
39625
33234
83
Pass
0.0115
36741
30724
83
Pass
0.0119
34104
28676
84
Pass
0.0123
31803
26677
83
Pass
0.0126
29711
25031
84
Pass
0.0130
27789
23567
84
Pass
0.0133
25912
22218
85
Pass
0.0137
24195
21024
86
Pass
0.0140
22642
19928
88
Pass
0.0144
21090
18767
88
'Pass
0.0148
19653
17622
89
Pass
0.0151
18326
16554
90
Pass
0.0155
17121
15640
01/
Pass
0.0158
16091
14831
Pass
0.0162
15067
13994
92
Pass
0.0166
14082
13107
9
Pass
0.0169
13157
2
1234 93
Pass
0.0173
12309
1165
4
Pass
0.0176
11533
1097�77,r95
Pass
0.0180
10861
f 64,43
96
Pass
0.0183
0.0187
10245
9683
8 ' 1�
96
96
Pass
Pass
0.0191
9199
:8b '13
96
Pass
0.0194
8648
439
97
Pass
0.0198
8208
8004
97
Pass
0.0201
7757
7619
98
Pass
0.0205
7344
7278
99
Pass
0.0209
6980
6903-
98
Pass
0.0212
6623
6518
98
Pass
0.0216
6314
6210
98
Pass
0.0219
6006
5923
98
Pass
0.0223
5725
5648
98
Pass
0.0226
5457
5376
98
Pass
0.0230
5219
5131
98
Pass
0.0234
4984
4874
97
Pass
0.0237
4765
4620
96
Pass
0.0241
4548
4364
95
Pass
0.0244
4338
4160
95
Pass
0.0248
4139
3987
96
Pass
0.0251
3948
3831
97
Pass
0.0255
3793
3641'
95
Pass
0.0259
3649
3494
95
Pass
0.0262
3508
3355
95
Pass
0.0266
3376
3208
95
Pass
0.0269
3276
3051
93
Pass
0.0273
3167
2916
92
Pass
0.0277
3071
2806
91
Pass
0.0280
2981
2686
90
Pass
0.0284
2894
2569
88
Pass
14503 614/2015 4:56:43 PM Page 15
0.0287 2803 2473 88 Pass
0.0291 2716 2377 87 Pass
0.0294 2616 2282 87 Pass
0.0298 2518 2178 86 Pass
0.0302 2425 2056. 84 Pass
0.0305 2316 1935 83. Pass
0.0309 2214 1810 81 Pass
0.0312 2127 1711 80 Pass
0.0316 2025 1612 79 Pass
0.0319 1961 1508 76 Pass
0.0323 1897 1417 74 Pass
0.0327 1832 1317 71 Pass
0.0330 1759 1204 68 Pass
0.0334 1691 1084 64 Pass
0.0337 1636 958 58 Pass
0.0341 1573 864 54 Pass
0.0345 1510 779 51 Pass
0.0348 1456 683 46 Pass
0.0352 1395 580 41 Pass
0.0355 1338 511 38 Pass
0.0359 1277 441 34 Pass
0.0362 1218 358 29 Pass
0.0366 1173 291 24 Pass
0.0370 1124 255 2? Pass
0.0373 1081 214 Pass
0.0377 1033 183 V Pass
3
0.0380 984 17 rll'� Pass
0.0384 938 171 18 Pass
0.0388 903 f 6 �,) 18 Pass
0.0391 863 -1�63 : 18 Pass
0.0395 812 1164�> 20 Pass
0.0398 778
1 60 20 Pass
0.0402 741 tq 21 Pass
0.0405 702 157 22 Pass
0.0409 657 157 23 Pass
0.0413 616 156 25 Pass
0.0416 583 156 26 Pass
0.0420 547 153 27 Pass
0.0423 506 150 29 Pass
0.0427 460 147 31 Pass
0.0430 415 144 34 Pass
0.0434 387 142 36 Pass
0.0438 359 142 39 Pass
0.0441 339 140 41 Pas's
0.0445 303 139 45 Pass
0.0448 286 139 48 Pass
0.0452 266 137 51 Pass
14503 6/4/2015 4:56:43 PM Page 16
Water Quality
Water Quality BMP Flow and Volume for POC #1
On-line facility volume:
0 acre-feet
On-line facility target flow:
0 cfs.
Adjusted for 15 min: -
0 cfs.
Off-line facility target flow:
0 cfs.
Adjusted for 15 min:
0 cfs.
<
14503 6/4/2015 4:56:43 PM Page 17
LID Report
LID Techni,que
Used for
Total Volume
Volume
Infiltration
Cumulative
Percent
%'VaterOuality
Percent
Comment
Treatment ?
Needs
Through
Volume
Volume
Volume
Water Quality
Treatment
Facility
(ac-ft)
Infiltration
Infiltrated
Treated
(ac-ft)
(ac-Q)
Credit
Vaull:11 POC
13
35102
13
0.00
Toial Yolume Infiltrated
352.021
0.00
0:00,
0,001
q.00
O.A
No Treat
Cri,dit
compliance vA I th LID
Duiaffon
�Ian ' dard 8% ol'2-yr to-50-yr
Analysis
Result
Faileii
..........
14503
6/4/2015 4:56:43 PM
Page 18
Model Default Modifications
Total of 0 changes have been made.
PERLND Changes
No PERLND changes have been made.
IMPLND Changes
No IMPLND changes have been made.
14503 6/4/2016 4:58:11 PM Page 19
Appendix
Predeveloped Schematic
Basin
T. 1 6a
14503 6/4/2015 4:58:11 PM Page 20
Mitigated Schematic
14503 6/4/2015 4:58:12 PM Page 21
Den
, , edeveloped UCI File
RUN
GLOBAL
WWHM4 model simulation
START 1901 10 01
RUN-INTERP OUTPUT LEVEL
RESUME 0 RUN 1
END GLOBAL
FILES
<File>
<Un#>
< ----------- F
<-ID->
WDM
26
14503.wdm
MESSU
25
Pre14�01.MES
27
Pre14503.L61
28
Pre14503.L62
30
POC145031.dat
END 2058 09 30
3 0
UNIT SYSTEM I
ile Name -------------------------------
END FILES
OPN SEQUENCE
INGRP I-NDELT
00:15
PERLND 10
COPY 501
DISPLY I
END INGRP
END OPN SEQUENCE
DISPLY
DISPLY-INFO1
<
# - #< ---------- Title ------ -->***TRAN PIVL DIGI FILI
1 Basin I MAX
END DISPLY-INFO1
END DISPLY
COPY
TIMESERIES
# - # NPT NMN
1 1
501 1
END TIMESERIES
END COPY
GENER
OPCODE
# OPCD
END OPCODE
PARM
# # K
END PARM
END GENER
PERLND
GEN-INFO
<PLS >< --- --- Name ------- >NBLKS Unit -systems Printer
# - # User t-series Engl Metr
in but
10 C, Forest, Flat 1, 1 27 0
END GEN-INFO
*** Section PWATER***
PYR DIG2 FIL2 YRND
1 2 30 9
ACTIVITY
<PLS > Active Sections
# # ATMP SNOW PWAT SED PST P WG PQAL MSTL PEST NITR PHOS TRAC
10 0 1 0 0 0 0 0 0 0 0 0
END ACTIVITY
PRINT -INFO
<PLS > Print7flags pIVL pyR
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *********
10 0 0 4 0 0 0 0 0 6 0 0 0 1 9
END PRINT -INFO
14503 6/4/2015 4:58: i 2 PM Page 22
PWAT-PARM1
<PLS > PWATER variable monthly parameter value flags
# - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT
10 0 0 0 0 0 0 0 0 0 0 0
END PWAT-PARMI
PWAT-PARM2
<PLS >' PWATER input info: Part 2
# # ***FOREST LZSN INFILT LSUR SLSUR KVARY
10 0 4.5 0.08 400 0.05 0.5
END PWAT-PARM2
PWAT-PARM3
<PLS > PWATER input info:
Part 3
# - # ***PETMAX
PETMIN
INFEXP
INFILD
10 0
0
2
2
END PWAT-PARM3
PWAT -PARM4
<PLS > PWATER
input info:
Part 4
4 - # CEPSC
UZSN
NSUR
INTFW
10 0.2
0.5
0.35
6
END PWAT-PARM4
AGWRC
0.996
DEEPFR BASETP AGWETP
0 0 0
IRC LZETP
0.5 0.7
PWAT-STATEI
<PLS > Initial conditions at start of simulation
ran from 1990 to end of/�992 (pat 1-11-95) RUN 21-***
1
# CEPS SURS 6uzs IFWS LZS AGWS
10 0 0
END PWAT-STATE1 0 2.5 1
END PERLND
IMPLND
GEN-INFO
<PLS >< ------- Name---- Unit -systems Printer
# User t-series Engl Metr
in. out
END GEN-INFO
*** Section IWATER**
ACTIVITY
<PLS > Active Sections
# - # ATMP SNOW IWAT SLD IWG IQAL
END ACTIVITY
PRINT -INFO
<ILS > ******** Print -flags ******** PIVL PYR
# - # ATMP SNOW IWAT SLD IWG IQAL
END PRINT -INFO
IWAT-PARM1
<PLS > IWATER variable monthly parameter value flags
# - # CSNO RTOP VRS VNN RTLI
END IWAT-PARMI
IWAT-PARM2
<PLS > IWATER input info: Part 2
# - # *** LSUR SLSUR NSUR RETSC
END IWAT-PARM2
IWAT-PARM3
<PLS > IWATER input info: Part 3
4 - 4 ***PETMAX PETMIN
END IWAT-PARM3
IWAT-STATE1
<PLS > Initial conditions at start of simulation
# - # RETS SURS
END IWAT-STATE1
14503
6/4/2015 4:58:12 PM
GWVS
0
Page 23
I
END IMPLND
SCHEMATIC
<-Source->
<Name> #
Basin 1***
PERLND 10
PERLNP 10
******Routing******
END SCHEMATIC
<--Area--> <-Target-> MBLK
<-factor-> <Name> # Tbl#
1.16 COPY .501 12
1.16 COPY 501 13
NETWORK
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # #
COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 .
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> # <Name> # #<-factor->Strg <Name> # # <Name> # #
END NETWORK
RCHRES
GEN-INFO
RCHRES Name Nexits /11nit Systems Printer
4 - #< ------------------ >< --- > User T-series Engl Metr LKFG
END GEN-INFO in out
*** Section RCHRES***
ACTIVITY
<PLS > Act- v sections
# - # HYFG ADFG C_!NFG /H-,V �G 'FG GQFG OXFG NUFG PKFG PHFG
END ACTIVITY
PRINT- INE70
<PLS > P
S r3,nt-flags PIVL PYR
# - # HYDR ADCA EAT -SED GQL OXRX NUTR PLNK PHCB PIVL PyR *******i*
END PRINT -INFO
HYDR-PARMJ
RCHRES Flags for each HYDR Section
# VC Al A2 A3 ODFVFG for each ODGTFG for each FUNCT for each
Fd FG FG FG possible exit possible exit possible exit
END HYDR-PARMI
HYDR-PARM2
# - # FTABNO LEN DELTH STCOR KS DB50
< ------ >< ------- �>< -------- >< -------- >< -------- >< -------- >< -------- >
END HYDR-PARM2
HYDR-INiT
RCHRES Initial conditions for each HYDR section
# - # *** VOL Initial value Of COLIND Initial value of OUTD*G*T*
*** ac-ft for each possible exit for each possible exit
< ------ >< -------- > < --- ><'--->< >< --- ><---> < --- >< --- ><___><___>< >
END HYDR-INIT
END RCHRES
SPEC -ACTIONS
END SPEC -ACTIONS
FTABLES
END FTABLES
EXT SOURCES
<-Volume-> <Member> SSysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> # <Name> # tem stfg<-factor->Strg <Name>, 4 # <Name> # #
WDM 2 PREC ENGL DIV PERLND 1 999 EXTNL PREC
WDM 2 PREC- ENGL DIV IMPLND 1 999 EXTNL PREC
14503
6/4/2015 4:58:12 PM Page 24
WDM 1 EVAP
ENGL
0.76
PERLND 1
999 EXTNL
PETINP
WDM 1 EVAP
ENGL
0.76
IMPLND 1
999 EXTNL
PETINP
END EXT SOURCES
EXT TARGETS
<-Volume-> <-Grp>
<-Member-><--Mult-->Tran
<-Volume->
<Member> Tsys
Tgap
Amd
,<Name> #
<Name> #
#<-factor->strg
<Name> #
<Name>
tem strg
strg***
COPY 501 OUTPUT
MEAN 1
1 48.4
WDM 501
FLOW ENGL
REPL.
END EXT TARGETS
MASS -LINK
<Volume> <-Grp>
<-Member-><--Mult-->
<Target>'
<-Grp>
<-Member->***
<Name>
<Name'> #
#<-factor->
<Name>
<Name> #
#***
MASS -LINK
12
PERLND PWATBR
SURO
0.083333
COPY
INPUT
MEAN
END MASS -LINK
12
MASS -LINK
13
,PERLND PWATER
IFWO
0.083333
COPY
INPUT
MEAN
END MASS7LINK
13
END MASS -LINK
END RUN
14503 6/4/2015 4:58:12 PM Page25
Mitigated UCI File
RUN
GLOBAL
WWHM4 model simulation
START 1901 10 01 END 2658 09 30
RUN INTERP OUTPUT LEVEL 3 0
RESUME 0 RUN I UNIT SYSTEM 1
END GLOBAL
FILES
<File> <Un#> < ----------- File Name ------------------------------- >***
<-ID->
WDM 26 14�03.wdm
MESSU 25 Mit14503.MES
27 Mit14503.1,61
28 Mit14503.L62
30 POC14,5031.dat
END FILES
OPN SEQUENCE
INGRP INDELT 6o:15
PERLND 16
I.MPLND 1
IMPLND 4
IMPLND 8
RCHRES 1
COPY 1
COPY 501
DISPLY - I
END INGRP
END OPN SEQUENCE
DISPLY
DISPLY-INFO1
fF - ff< ---------- Tit e - Z- ------ >***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND
i Vault MAX 1 2 30. 9
END DISPLY-INFO1
END DISPLY
COPY
TIMESERIES
# NPT NMN
1 1
501 1 1
END TIMESERIES
END COPY
GENER
OPCODE
# OPCD
END OPCODE
PARM
# # K
END PARM
END GENER
PERLND
GEN-INFO
<PLS >< ------- Name ------- >NBLKS Unit-syst-ems Printer
# - # User t-series Engl Metr
in out
16 C, Lawn, Flat 1 1 1 1 27 0
END GEN-INFO
*** Section'PWATER***
ACTIVITY
<PLS > Active Sections
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC
16 0 0 1 0 0 0 0 0 0 0 0 0
END ACTIVITY
PRINT -INFO
14503 6/4/2015 4:58:12 PM
Page 26
<PLS > Print -flags pIVL PYR
4 - 4 ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *********
16 0 0 4 0 0 0 0 0 0 0 0 0 1 9
END PRINT -INFO
PWAT-PARM1
<PLS > PWATBR variable monthly parameter value flags
# - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT
16 0 0 0 0 0 0 0 0 0 0 0
END PWAT-PARMI
PWAT-PARM2
<PLS > PWATER input info: Part 2
# - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC
16 0 4.5 0.03 400 0.05 0.5 0.996
END PWAT-PARM2
PWAT-PARM3
<PLS > PWATER input info: Part 3
# - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP
16 0 0 2 2 0 0 0
END PWAT-PARM3
PWAT-PARM4
<PLS > PWATER
input info: Part 4
# - # CEPSC
UZSN NSUR
INTFW
IRC
LZETP
16 0.1
0.25 0A,5
6
0.5
0.25
END PWAT-PARM4
PWAT-STATE1
4
<PLS > Initial
conditions at/start
of simulation
ran from
1990 ty—end �f�1992
11VUzS
(pat 1-:11-95)
RUN 21
# CEPS
SURS
IFWS
LZS
AGWS GWVS
16 0
0 0
0
2.5
1 0
END PWAT-STATE1
END PERLND
IMPLND 17
GEN-INFO
<PLS >< ------- Name ------- >
1 ROADS/FLAT
4 ROOF TOPS/FLAT
8 SIDEWALKS/FLAT
END GEN-INFO
*** Section IWATER***
Unit -systems Printer
User t-series Engl Metr
in out
1 1 1 27 0
1 1 1 27 0
1 1 1 27 0
ACTIVITY
<PLS > Active Sections
# - # ATMP SNOW IWAT SLD IWG IQAL
1 0 6 1 0 0 0
4 0 0 1 0 0 0
8 0 0 b 0 0
END ACTIVITY
PRINT -INFO
<ILS > ******** Print -flags ******** pIVL pyR
# - # ATMP SNOW IWAT SLD IWG IQAL
1 0 0 4 0 0 0 1 9
4 0 0 4 0 0 0 9
8 0 0 4 0 0 0 9
END PRINT -INFO
IWAT-PARM1
<PLS > IWATER variable monthly parameter value flags
# - # CSNO RTOP VRS VNN RTLI
1 0 0 0 0 0
4 0 0 0 0 0
8 0 0 0 0 0
14503 6/4/2015 4:58:12 PM Page 27
END IWAT-PARMI
IWAT-PARM2
<PLS > IWATER
input info:
Part 2
# - # *** LSUR
SLSUR
NSUR
RETSC
1 400
0.01
0.1
0.1
4 400
0.01
0.1
0.1
8 400
0.01
0.1
0.1
END IWAT-PARM2
IWAT-PARM3
<PLS > IWATER
input info:
Part 3
# # ***PETMAX
PETMIN
1 0
0
4 0
0
a 0
0
END IWAT-PARM3
IWAT-STATE1
<PLS > Initial
conditions at start
of simulation
# - # RETS
SURS
1 0
0
4 0
0
8 0
0
END IWAT-STATE1
END IMPLND
SCHEMATIC \,>
<-Source-> <--Area - > <-Target-> MBLK
<Name> # <- actoK, <Name> # Tbl#
Basin - 1*** _V
PERLND 16 .0.24 RCHRES 1 2
PERLND 16 0.24 RCHRES 1 3
IMPLND 1 0.29 RCHRES 1 5
IMPLND 4 0.6 RCHRES 1 5
IMPLND 8 0.03 RCHRES 1 5
******Routing******
PERLND 16 0.24 COPY 1 12
IMPLND 1 0.29 COPY 1 15
IMPLND 4 0.6 COPY 1 15
IMPLND 8 0.03 COPY, 1 15
PERLND 16 0.24 COPY 1 13
RCHRES 1 1 COPY 501 16
END SCHEMATIC
NETWORK
—Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> # <Name> #<-factor->Strg <Name> # # <Name> # #
COPY 501 OUTPUT MEAN 1 48.4 DISPLY 1 INPUT TIMSER 1
<-Volume-> <-Grp> <-Member7><--Mult_->Tran <-Target vols> <-Grp> <*-Member->
<Name> # <Name>' # #<-factor->strg <Name> 4 # <Name> # #
END NETWORK
RCHRES
GEN-INFO
RCHRES Name Nexits' Unit Systems Printer
# #< ------------------ >< --- > User T-series
Engl Metr LKrG
in out
Vault 1 1 1 1 1 28 0 1
END GEN-INFO
*** Section RCHRES***
ACTIVITY
<PLS > Active Sections
# - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG
14503 6/4/2015 4:58:12 PM
Page 28
1 1 0 0 0 0 0 0 0 0 0
END ACTIVITY
PRINT -INFO
<PLS > Print -flags PIVL PYR
# - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR
1 4 0 0 0 0 0 0 0 0 0 1 9
END PRINT -INFO
HYDR-PARM1
RCHRES Flags for each HYDR Section
# - # VC Al A2 A3 ODFVFG for each ODGTFG for each FUNCT for each
FG FG FG FG possible exit possible exit possible exit
1 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2
END HYDR-PARM1
HYDR-PARM2
# - # FTABNO LEN DELTH STCOR KS DB50
< >< >< -------- >< -------- ><* -------- >< -------- >< -------- >
1 0.02 0.0 0.0 0.5 0.0
END HYDR-PARM2
HYDR-INIT
RCHRES Initial conditions for each HYDR section
# - # VOL Initial value of COLIND Initial value of OUTDGT
*** ac-ft for each possitSle exit for each possible exit
< >< -------- > < --- >< --- > / 'k;__>< --- > < --- >< --- >< --- >< --- >< >
0 4.0 0.0 0. 0.0 0.0 0.0 0.0 0.0 0.0 0.0
END HYDR-INIT
END RCHRES
SPEC -ACTIONS
END SPEC -ACTIONS
FTA13LES
FTABLE
92 4
Depth Area Vo me Outflowl Velocity Travel Time***
(ft) (,acres) (aV19-ft) (cfs) (ft/sec) (Minutes)***
.0-000000 0.148026 b,,0,00000 0.000000
0.044444 0.148026 0.006579 0.001451
0.088889 0.148026 0.013158 0.002053
0.133333 0.148026 0.019737 0.002514
0.177778 0.148026 0.026316 0.002903
0.222222 0.148026 0.032895 0.003246
0.266667 0.148026 0.039474 0.003555
0.311111 0.148026 0.046052 0.003840
0.355556 0.148026 0.052631 0.004105
0.400000 0.148026 0.059210 0.004354
0.444444 0.148026 0.065789 0.004590
0.488889 0.148026 0.072368 0.0048i4
0.533333 0.148026 0.078947 0.005028
0.577778 0.148026 0.085526 0.005233
0.622222 0.148026 0.092105 0.005431
0.666667 0.148026 0.098684 0.005622
0.711111 0.148026 0.105263 0.005806
0.755556 0.148026 0.111842 0.005985
0.800000 0.148026 0.118421 0.006158
0.844444 b.148026 0.124999 0.006327
0.888889 0.148026 0.131578 0.006491
0.933333 0.148026 0.138157 0.006651
0.977778 0.148026 0.144736 0.006868
1.022222 0.148026 0.151315 0.006961
1.066667 0.148026 0.157894 0.007111
1.111111 6.148026 0.164473 0.007257
1.155556 0.148026 0.171052 0.007401
1.200000 0.148026 0.177631 0.007542
1.24.4444 0.148026 0.184210 0.007680
1.288889 0.148026 0.190789 0.007816
1.333333 0.148026 0.197368 0.007950
1.377778 0.148026 0.203947 0.008081
14503 6/4/2015 4:58:12 PM Page 29
1.422222 0.148026 0.210525 0.008211
1.466667' 0.148026 0.217104 0..008338
1.511111 0.148026 0.223683 0.008463
1.555556 0.148026 0.230262 0.008587
1.600000 0.148026 0.236841 0.008709
1.644444 0.148026 0.243420 0.008829
1.688889 0.148026 0'.249999 0.008947
1.733333 0.148026 0.256578 0.009064
1.777778 0.148026 0.263157 0.009180
1.822222 0.148026 0.269736 0.-009294
1.866667 0.148026 0.276315 0.009407
1.911111 0.148026 0.282694 0.009518
1.955556 0.148026 0.289473 0.009628
2.000000 0.148026 0.296051 0.009737
2.044444 0.148026 0.302630 0.010154
2.088889 0.148026 0.309209 0.010818
2.133333 0.148026 0.315788 0.011634
2.177778 0.148026 0.322367 0.012568
2.222222 0.148026 0.328946 0.013597
2.266667 0.148026 0.335525 0.014707
2.311111 0.14802 ' 6 0.342104 0.015886
0.148026 0.348683 0.017125
2.400000 0.148026 0.355262 0.018416
2.444444 0.148026 0.361841 0.019754
2.488889 0.148026 0.368420 0.021132
2.533333 0.148026 0.374§98 0.0225,CS
2.577778 0.148026 0.381577 0.023'999
2.622222 0.148026 0.388156 0.0A459\
2.666667 0.148026 0.394735 0/661952\
2.711111 0.148026, 0.401314 6MOid465
2.755556 0.148026 0.4078 --10:�,i9.994
9 *0 ,
2.800000 0.148026 0.414471 536
�0'y
2.844444 0.148026 0.4?,105 0"-6 3 0 88
0
2.888889 0.148026 0 "1 7_3 b.0 34648
2.933333 0.148026 0. , \ 0.9 0.036213
2.977778 0 148026 1�0�..44 0,'7'q 8 0.037781
3.022222 0 1480261, Ic . 11 N 367 0.087003
\0
3.066667 0. 148026\�11,,VM46 0.290157
3.111111 0.148026 0,,4'60524 0_979839
3.155556 0.148026 0.46710i 0.935136
3.200000 0.148026 0.473682 1.345586
3.244444 0.148026 0.480261 1.804575
3.288889 0.148026 0.486840 2.307433
3.333333 0.148026 0.493419 2.850617
3.377778 0.148026 0.499998 3.431328
3.422222 0:148026 0.506577 4.047280
3.466667 0.148026 0.513156 4.696562
3.511111 0.148026 0.519735 5.377541
3.555556 0.148026 .0-526314 6.088807
3.600000 0.148026 0.532893 6.829120
3.644444 0.148026 0.539471 7.597383
3.688889 0.149026 0.546050 8.392612
3.733333 0.148026 0.552629 9.213922
3.777778 0.148026 0.559208 10.06051
3.822222 0.148026 0.565787 10.93164
3.866667 0.148026 0.572366 11.82665
3.911111 0.148026 0.578945 12.74490
3.955556 0.148026 0.585524 13.68584
4.000000 0.148026 0.592103 14.64B91
4.044444 0.148026 0.598682 15.63363
END FTABLE I
END FTABLES
EXT SOURCES
<-Volume->
<Name> #
<Member>
SsysSgap<--Mult-->Tra'n
<-Target
vols>
<-Grp>
<-Member->
WDM
<Name> #
tem
strg<-factor->strg
<Name>
#
#
<Name> 4 #
WDM
2
2
PREC
PREC
ENGL
ENGL
I DIV
PERLND
1
999
EXTNL
PREC
WDM
I
EVAP
ENGL
1 DIV
0.76
IMPLND
1
999
EXTNL
PREC
WDM
1
EVAP
ENGL
0.76
PERLND
IMPLND
1
1
999
999
EXTNL
PETINP
EXTNL
PETINP
14503
6/4/2015 4:58:12 PM
Page 30
END EXT SOURCES
EXT TARGETS
<-Volume-> <-Grp>
<-Member-><--Mult-->Tran
<-Volume->
<Member> Tsys Tgap
Amd
<Name> #
<Name>
# #<-factor->strg
<Name> #
<Name> tem strg
strg***
RCHRES 1 HYDR
RO
1 1 1
WDM 1000
FLOW ENGL
REPL
RCHRES 1 HYDR
STAGE
1 1 1
WDM 1601
STAG ENGL
REPL
COPY 1 OUTPUT
MEAN
1 1 48.4
WDM 701
FLOW ENGL
REPL
COPY 501 OUTPUT
MEAN
1 1 48.4
WDM 801
FLOW ENGL
REPL
END EXT TARGETS
MASS -LINK
<Volume> .<-Grp>
<-Member-><--Mult-_>
<Target>
<-Grp> <-Member->***
<Name>
<Name>
# #<-factor->
<Name>
<Name> #
#***
MASS -LINK
2
PERLND PWATER
SURO
0.083333
RCHRES
INFLOW IVOL
END MASS -LINK
2
MASS -LINK
3
PERLND PWATER
IFWO
0.083333
RCHRES
INFLOW.IVOL
END MASS -LINK
3
MASS-LINk
5
IMPLND IWATER
SURO
0.083333
RCHRES
INFLOW IVOL
END MASS -LINK
5
MASS -LINK
12
PERLND PWATER
SURO
0.08,'(3Z,%
COPY
INPUT MEAN
END MASS -LINK
12
MASS -LINK
13
PERLND PWATER
IFWO
31
COPY
INPUT MEAN
END MASS -LINK
13
Q0S.843
mAss-LINK
15
IMPLND IWATER
S., 0
�9
0.083333
COPY
INPUT MEAN
END MASS -LINK
1 5
MASS -LINK
16
RCHRES ROFLOW
COPY
INPUT MEAN
END MASS -LINK
16
END MASS -LINK
END RUN -
14503 6/4/2015 4:58:12 PM Page 31
,,D,rl,.-,developed HSPF Message File
14503 6/4/2015 4:58:12 PM Page 32
Mi . tigated HSPF Message File
ERROR/WARNING ID: 238 1
The continuity error reported below is greater than 1 part in 1000 and is
therefore con�idered high.
Did you specify any "special actions"? If so, they could account for it.
Relevant data are:
DATE/TIME: 1929/ 8/31 24: 0
RCHRES 1
RELERR STORS STOR MATIN MATDIF
-0.03092 0.00000 O.00OOE+00 0.00000 -7.048E-09
Where:
RELERR is the relative error (ERROR/REFVAL).
ERROR is (STOR-STORS) - MATDIF.
REFVAL is the reference value (STORS+MATIN).
STOR is the storage of material in the processing unit (land -segment or
reach/reservior) at the'end of the present interval.
STORS is the storage of material in the pu at the start of the present
printout reporting period. <<
0
MATIN is the total inflow of materlall t the pu during the present printout
reporting period. \>
MATDIF is the net inflow Unflow-�qoZtnfow) of material to the pu during the
present printout reporting p6rio_d.\\
ERROR/WARNING ID: 238
The continuity error re br'Od 15'e'low is greater than I part in 1000 and is
therefore considered Ifiqh
Did you specify any �Ilsbqq%�Ll actions"? If BO, they could account for it.
Relevant data are:
DATE/TIME: 1955/ 9)30 24: 0
RCHRES
RELERR STORS STOR MATIN MATDIF
-5.890E-03 0.00000 O.00OOE+00 0.00000 -3,.764E-08
Where:
RELERR is the relative error (ERROR/REFVAL).
ERROR is (STOR-STORS) - MATDIF.
REFVAL is the reference value (STORS+MATIN).
STOR is the storage of material in the processing unit (land -segment or
r6ach/reservior) at the end of the -present interval.
STORS is the storage of material in the pu at the start of the present
printout reporting period.
MATIN is the total inflow of material to the pu during the present printout
reporting period..
MATDIF is the net inflow (inflow -outflow) of material to the pu during the
present printout reporting period.
ERROR/WARNING ID: 238 1
The continuity error reported below is greater than I part in 1000 and is
therefore considered high.
Did you specify any "special actions"? If so, they could account for it.
Relevant data are:
14503 6/4/2015 4:58:12 PM Page 33
REFVAL is the reference value (STORS+MATIN).
STOR is the storage of material in the.processing unit (land -segment or
reach/reservior) at the end Of the present interval.
STORS is the storage of material in the pu at the start of the pre§ent'
printout reporting period.
MATIN is the total inflow of material to the pu during the present printout
reporting period.
MATDIF is the net inflow (inflow -outflow) of material to the pu during the
present printout reporting period.
The count for the WARNING printed above has reached its maximum. -
If the condition is encountered again the message will not be repeated.
I
14503 6/4/2015 4:58:12 PM Page 35
Disclaimer
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Toll Free 1(866)943-0304
Local (-360)943-0304
www,clearcreeksolutions.com
14563 6/412015 4:5812 PM Page 36
CARTRIDGE
C) SIZE
9 Washington
< —41. 12.00" -
GULD 18.001,
0 STACKED. 12.0F_+� 12-00"
0 [STACKED 18.0� + �12.00-
UL TRAFFIC RATED —
a- SOLID PLATE COVER.
__j
TRAFFIC RATED
INLET GRATE.
M_X
FILTERED DRAIN —DOWN.
SEE DETAIL A.
FloCcrdO
PRE7-FILTER.
TOP SECTION.
INLET. SEE BELOW —
& NOTE 3 FOR
LOCATION OPTIONS
& SPECS.
BASE SECTION.
Notes:
PERK FILTER`
CARTRIDGE.
TREATMENT TOT FLOW
FLOW RATE CAPACITY
GPM / CFS CFS
6.810.015 1.3
10.2/0.023 1.3
13.6/0.030 1.4
17/0.03 1.4
FLOATABLES WEIR.
PRIMARY BYPASS BETWEEN
FLOW THRU TUBES.
FLOW THRU TUBES
INTO FILTER CHAMBER.
PERFORATED D
FEED—THRU.
THRU TUBES.
DETAIL A
INLET I BYPASS ASSEMBLY
& DRAIN —DOWN SCALE. 2X
OUTLET. SEE BELOW & NOTE 3
FOR LOCATION OPTIONS & SPECS.
N,
MINIMUM DEPTHS (SEE NOTE 8)
CARTRIDGE
06.9-
08-0.
0 -0
0 12.0"
SIZE
OUTLET PIPE
1
OUTLET PIPE
OUTL'E0TP'1PE
OUTLET PIPE
2X CONCRETE
—
(IN INCHES)
(IN INCHES)
(IN INCHES)
(IN INCHES)
FLOOR. —41
12.00-
33
I
35
37
.39
OUTLET GALLERY.
18.001,
4n 1
49
1 AA -I
AA
W
I STACKED 112.00"
+ U.00"
1, 5o
1 52
1 54 1
56
1
1 STACKED 118.00"
+ 1 2.00" 1
57 1
59 1
61 1
63
1 Precast concrete structure shall be manufactured in
accordance with ASTIVI Designation C857 and C858.
2. Perk Filter TM Catch basin shall be supplied wit ' h traffic rated
(1-120) bicycle -proof grates and solid plate cover.
3. Inlet pipe(s) may enter device on three sides of the inlet
chamber. Outlet pipe(s) may exit on all four sides. All pipe
is 0 12* maximum.
4. Inlet chamber shall b ' e supplied with adraln-down device
designed to remove standing water betweenstorm events.
TRAFFIC RATED __� I t t TRAFFIC RATED
INLET GRATE.
soLID PLATE COVER.
A---F-
2.00'
(24.00-]
_j ___J_
OUTLETS
012" MAXIMUM.
SEE NOTE 3.
,,--OERK FILTER'" CARTRIDGE.
TR DGE
I[
BYPASS PORT.
MINIMUM
DEFyrH.
SEE
TAM"I A"AM
5. Perk Filter TM catch basin shall be supplied with FloGardo 1. U
& NOTE 6.
T" WE SECTION.
pre -filter device. FloGard(P pre-fiker and Perk Filter
cartridge -shall beinaintained in accordance with '�V
manufacturer recommendations.
OUTLETS
012' MAXI MUM. 2X CONCRETE
6. For depths less than the specified minimum contact SEE NOTE 3.1 FLOOR, L OUTLETS OPTIONAL
OldcastleO Stormwater Solutions for engineering assistance. TREATED OUTLET. 612' MAXIMUM.
6.00* TYPICAL 5.00- [60.00-] SEE NOTE J.
WALL THICKNESS
Treatment Flow Rates shown -conform to 6.00' (72.007]
Washington State G'ULD Specifications. SECTION A -A
SINGLE CARTRIDGE CONCRETE CATCH BASIN
TM
Perk Filter Oldcastlee
Concrete Catch Basin ILI Stormwater Solutions -
Plaza, Suite 200 1 Littleton, CO 180120 1 Ph: 800.579.8819 1 oldcastiestormwatar.com
Washington State GULD 13 THE PROPERTY OF OLOCASTLE PRECAST. INC. ITIS SUBIATIE0 FOR REFERENCE PURPOSES ONLY ANDS=—."
USED IN ANYWAY IN&MUS 10 ME I.STS 01 SAWCOMPANY. WPIR*. 01,11, .OWTUE ECAST,, , ALM,, SEAM.
M01 22 DATE
a Single Cartridge PF-CCB-WA- JPR PR
Flltrafio� DRAMNG NO. -ECO-01
0001 178y 1'r' JPR 10/3/14 3/2/111 SHEET I OF I
1L.,,all
..........
INLETS ABOVE�
OUTLETS BELOW.
SEE NOTE .3
SEE DETAIL A.
RoGar& PRE —FILTER. --,
TOP SECTION.
APPENDIX'E'
Stormwater conveyance system has been sized per City of Edmonds standards
APPENDIXV
Geotechnical Engineering Report
Memory Care Facility
7208 & 7220 21 oth Street SW
Edmonds, Washington
March 12, 2014
Terracon Project No. 81145006
Prepared for:
RJ Development Services
Olympia, Washington
Prepared by:
Terracon Consultants, Inc.
Mountlake Terrace, Washington
I
March 12, 2014
RJ Development Services
401 Central Street SE
Olympia, WA 98501
Attn: Mr. Jeff Yates
P: (360) 528-3343
E: jeff@ddevelopmentservices.com
Re: - Geotechnical Engineering Report
Memory Care Facility
7208 & 7220 21 Oth Street
Edmonds, Snohomish County, Washington 98026
Terracon Project No. 81145006
Dear Mr. Yates:
Irerracon
Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for
the above referenced project. These services were performed in accordance with Terracon's
Proposal No. P81140031, dated February 4, 2014. This geotechnical engineering report
presents the results of the subsurface exploration and provides geotechnical recommendations
concerning earthwork and the design and construction of foundations, floor slabs, and
pavements for the proposed project.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report, or if we may be of further service, please contact us at (425) 771-3304.
Sincerely,
Terracon Consultan'XCOOA'
AEL
w
02 T�;
X7
49529 PQe-
sis,
Ryan M. Scheffler, P 10NAL David A. Baska, PhD, P.E.
Senior Staff Engineer Geotechnical Department Manager
Terracon Consultants. Inc 21905 64:n Avenue West Suite 100. Mountlake Terrace, Washington 98043
P 1425177 1 3304 F (4251771 3549 terracon.com
G e o t e c h n i c a I E n v i r o n m e n t a I a Construction Materials M F a c i I i t i e s
TABLE OF CONTENTS
EXECUTIVE SUMMARY .....................................................................
1.0 INTRODUCTION .....................................................................
2.0 PROJECT INFORMATION .....................................................
2.1 Site Location and Description ..... ..................................
2.2 Project Description ........................................................
3.0 SUBSURFACE CONDITIONS .................................................
3.1 Published Geologic Conditions .......................................
3.2 Soil Conditions ...............................................................
3.3 Groundwater .................................................................
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION.
4.1 Geotechnical Considerations ..........................................
4.2 Earthwork .... ; ................................................................
4.2.1 Site Preparation ..................................................
4.2;2 Materials Types .................................................
4.2.3 Compaction Requirements .................................
4.2.4 Grading and Draina e ........................................
.9
4.2.5 Construction Considerations ...............................
4.3 Foundations ............................................................... I ...
4.3.1 Design Recommendations .................................
4.3.2 Construction Considerations ...............................
4.4 Floor Slab .... .............................................................. ...
4.4.1 Design Recommendations ..................................
4.4.2 Construction Considerations ...............................
4.5 Seismic Considerations ..................................................
4.6 Lateral Earth Pressures ..................................................
4.6.1 Design Recommendations ...................................
4.7 Pavements ............... : .....................................................
4.7.1 Subgrade Preparation .........................................
4.7.2 Design Considerations ........................................
4.7.3 Estimates of Minimum Pavement Thickness ........
4.7.4 Pavement Drainage ............................................
4.7.5 Pavement Maintenance .........................................
5.0 GENERAL COMMENTS ................................ I ...... I .....................
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0
TABLE OF CONTENTS— continued
APPENDIX A — FIELD EXPLORATION
Exhibit A-1 Site Location Plan
Exhibit A-2 Exploration Plan
Exhibit A-3 Field Exploration Description
Exhibits A-4 to A-8 Borings B-1 to B-5
APPENDIX B — LABORATORY TESTING
Exhibit B-1 Laboratory Testing Description
Exhibit B-2 Grain Size Distribution
Exhibit B-3 Organic C6ntent Determination
APPENDIX C — SUPPORTING DOCUMENTS
Exhibit C-1 General Notes
Exhibit C-2 Unified Soil Classification
Exhibit C-3 USGS Seismic Design Maps Summary Report
IP
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Geotechnical Engineering Report
Memory Care Facility m Edmonds, Washington Irerraco'n
March 12, 2014 w Terracon Project No. 81145006
EXECUTIVE SUMMARY
A geotechnical exploration has been performed for the proposed Memory Care Facility located at
the southwest corner of 21 01h Street SW and 72 "d Avenue W in Edmonds; Washington. Terracon's
geotechnical scope of work included the advancement of 5 soil test borings to approximate depths
of 211/2 to 311/2 feet below existing site grades. The site appears suitable for the proposed
construction based upon geotechnical conditions encountered in the borings and our current
understanding of the proposed development. The following geotechnical considerations were
identified:
Based on the. results of our explorations and review of a previous report, we estimate
existing fill soils on the site may range up to depths of about 7 feet across the site, with
fill thickness generally increasing from northeast to southwest. Additionally, we
understand multiple underground storage tanks were removed near the center of the
eastern parcel and replaced with fill to a depth of up to approximately 16 feet. Below the
fill, we encountered dense to very dense silty sand glacial till soils. Groundwater was
observed in only one of our explorations at a depth of 24 feet, below the depth of
exploration of.our remaining borings.
Due to unpredictable support and settlement characteristics of fill soils, we recommend
�complete removal of the existing fill below the building footprint. The -recommended
allowable bearing capacity for shallow footings bearing on at least medium dense native
soils or structural fill above native soils is 3,000 pounds per square foot (psf).
We recommend scarification and recompaction of at least the upper two feet below
pavement sections. I Deeper scarification and recompaction may be necessary
dependent on conditions exposed at the time of construction.
The on -site silty sand soils typically appear suitable for reuse as structural fill if placed
near their optimum moisture content. However, these soils contain a significant fraction
of fines and will quickly become unstable, soft and unsuitable for reuse as structural, fill
when exposed to moisture.
0 The 2012 International Building Code seismic site classification for this site is C.
Close monitoring of the construction operations discussed herein will be critical in achieving the
design subgrade support. We therefore recommend that Terracon be retained to monitor this
portion of the. work. This summary should be used in conjunction with the entire report for
design purposes. It should be recognized that details were not included or fully developed in this.
section, and the report must be read in its entirety for a comprehensive understanding of the items
contained herein. The section titled GENERAL COMMENTS should be read for an understanding
of the report limitations.
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GEOTECHNICAL ENGINEERING REPORT
MEMORY CARE FACILITY
7208 & 7220 21 OTH STREET SW
EDMONDS, WASHINGTON
Terracon Project No. 81145006
March 12,2014
1.0 INTRODUCTION
This report presents the results of our geotechnical engineering services performed for the
proposed Memory Care. Facility to be located at the southwest corner of the intersection of 21 0 1h
Street SW and 72 nd Avenue W in Edmonds, Washington. Our geotechnical engineering scope of
work for this project included the advancement of five exploratory soil borings to depths ranging
from approximately 21Y2 to 31Y2 feet below existing site grades. The purpose of these services
is to provide information and geotechnical engineering recommendations relative to:
subsurface soil conditions 0 groundwater conditions
earthwork 0 foundation design and construction
floor slab design and construction 9 seismic considerations
lateral earth pressure 2 pavement design and construction
2.0 PROJECT INFORMATION
2.1 Site Location and Description
ITEM
DESCRIPTION
Location
Southwest corner of 2101� Street SW and 72 d Avenue West in
Edmorids, Washington (Exhibit A-1).
Existing Improvements
Two —0.6 acre parcels, one of which includes an approximate
1,300 square foot structure and two detached garage. structures.
Current ground cover
Asphalt paved parking areas on eastern parcel and an
undeveloped lot on western parcel with large trees and vegetation.
Existing topography 7777[
Relatively level, sloping gently down to the West.
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1
Geotechnical Engineering Report
Memory Care Facility a Edmonds, Washington Irerracon
March 12, 2014 a Terracon Project No. 81145006
2.2 Project Description
ITEM DE8CRIPT16N
Site layout Proposed 3-story building to be located in the approximate center
of the site surrounded by asphalt paved parking.
Site grading Moderate grading of less than 5 feet assumed, except where
existing fill requires removal to greater depth.
3.0 SUBSURFACE CONDITIONS
A description of our field exploration is presented in Appendix A. Laboratory tests were
conducted on selected soil samples obtained cluring our exploration. A description of the
laboratory testing is presented in Appendix B.
3.1 Published Geologic Conditions
The 1983 USGS Geologic Map of the Edmonds East and part of the Edmonds West
Quadrangles, Washington, indicates the project site is near the border of Qva and Qvt mapped
geologic units. Advance outwash (Qva) soils are typically a thick section of mostly clean, gray,
pebbly sand with increasing amounts of gravel higher in the section. Glacil till (Qvt) is described
as a nonsorted mixture of clay, silt, sand, pebbles, cobbles and boulders, and is typically
referred to as hardpan. Soils encountered in our borings were consistent with the mapped
conditions.
3.2 Soil Conditions
In general, the existing asphalt pavement section covering the eastern parcel consisted of
approximately 2 inches of asphalt over 2 inches of crushed rock base course at our exploration
locations. We observed approximately 4 to 6 inches of grass and topsoil at the surface of our
explorations in the undeveloped western parcel. Below the asphalt and topsoil, soil conditions
encountered in the borings were relatively uniform across the site and can be generalized as
follows:
Responsive n Resourceful a Reliable 2
Geotechnical Engineering Report
Memory Care Facility a Edmonds, Washington
March 12, 2014 a Terracon Project No. 81145006
Irerracon
Description
Approximate Depth to
Material Encountered
Consistency/Density
Bottom of Stratum
Stratum 1
4 to 5*1/2feet in borings B-2
Silty SAND with gravel
Loose
and B-5
(Possible Fill)
Stratum 2
5 to 10 feet
Silty SAND, with gravel
Medium Dense to Dense
(Weathered Glacial Till)
Stratum 3
24 feet
Silty SAND, with gravel
Dense to Very Dense
(Glacial Till)
Stratum 4
To full termination depth
Silty SAND, trace to with
Dense
where encountered
gravel (Advance Outwasli) �
Based on the results of our borings, site contours, and review of the Geotechnical Engineering
Report by Cornerstone Geotechnical, Inc. dated March 24 1h 2006 prepared for a previous
development on the site, we interpret the upper soils in the southern borings to be previously
placed fill. Fill depths encountered in our borings B-2 and B-5 ranged from 4 to 5 %Jeet, while fill
depths encountered by Cornerstone extended to approximately 7 feet in� the southwest corner of
the site. The depth of the existing fill appears to increase from northeast to southwest.
Laboratory tests were conducted on selected soil samples, and the test results are presented in
Appendix B. Laboratory test results indicate that the fines content (that portion passing the
#200 sieve) of the glacial till soils ranged from about 26 percent to 41 percent while - the fill in
boring B-5 had a fines content of approximately 35 percent. A test on the weathered glacial till
in boring B-3 indicates an organic content of about 3Y2percent.
Specific conditions encountered at each boring location are indicated on the individual boring logs.
Stratification boundaries on the boring logs represent the approximate location of changes in soil
types; in -situ, the transition between materials may be gradual. Details for each of the borings can
be found on the boring logs included in Appendix A of this report.
3.3 Groundwater
The boreholes were observed while drilling and after completion for,the presence and level of
groundwater. Groundwater was observed at a depth of 24 feet within the advance outwash silty
sand soils below the.glacial till in boring B-3, but was not encountered in the remainder of our
borings to the full exploration depths of 21Y2feet.
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff,
and other factors not evident at the time the borings were performed. In addition, perched water
can develop over low -permeability soil. Therefore, groundwater levels during construction or,at
other times in the life of the structure may be higher or lower than the levels indicated on the
boring logs. The possibility of groundwater level fluctuations should be considered when
developing the design and construction plans for the project.
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Geotechnical Engineering Report
Memory Care Facility a Edmonds, Washington
March 12, 2014 a Terracon Project No. 81145006
Irerracon
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnical Considerations
The site appears suitable'for the proposed construction supported by conventional shallow spread
footings, contingent on certain subgrade improvements. Geotechnical engineering
recommendations for foundation systems and other earth connected phases of the project are
outlined below. The recommendations contained in this report are based upon the results of
data presented herein, on engineering analyses, and on our current understanding of the
proposed project. ASTM and Washington State Department of Transportation (WSDOT)
specification codes cited herein respectively refer to the' current manual published by the
American Society of Testing & Materials and the 2012 edition of the WSDOT Standard
Specifications for Road, Bridge, and Municipal Construction (Publication M41 - 10).
Based on our research and site investigations performed as a part of our environmental
services for the project, we understand multiple underground storage tanks (USTs) were
removed from the area south of the existing office and shop building on the eastern.parcel. This
area is currently beneath the northern portion of the warehouse building. At the time of this
report, records of placement and compaction of backfill in the tank excavation were unavailable.
If records are avail -able, Terracon should be allowed the opportunity to review the records and, if
necessary, revise our recommendations. More info ' rmation concerning the USTs may be found
in our Phase I Environmental Site Assessment report, Terracon project number 81147712,
dated March 7, 2014.
Borings for the proposed single -story commercial building encountered primarily silty sand soils
with a variable gravel content. Though the fill material placed after removal of the above noted
USTs was not encountered in our explorations, silty sand soils interpreted as previously placed fill
were encountered at depths of up to 51/2 feet in our borings in the southern portion of the site.
Based on the results of our explorations and review of the previous Cornerstone Geotechnical
report, we interpret the fill thickness to generally increase from northeast to southwest. Fill,
especially undocumented fill, by nature can be highly variable and could vary greatly between
sample locations. Support of footings, floor slabs, and pavements on or above existing fill soils
is discussed in this report. However, even with the recommended subgrade improvements and
construction monitoring services, there is an inherent risk for the owner that compressible fill or
unsuitable material within or buried by the fill will not be discovered. This risk of unforeseen
conditions cannot be eliminated without completely removing the existing fill, but can be
reduced by performing additional testing and evaluation.
If the risk of unforeseen conditions and possible unsuitable or compressible fill is deemed too
great by the owner, several options exist for reducing or eliminating the risk. Removal of the fill
and replacement with structural fill is a typical measure for mitigating adverse effects of
unsuitable fill soils. For the purposes of this report, we assume removal of all existing fill and
replacement with structural fill underneath the footings and slabs and removal of at least 2 feet
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Geotechnical Engineering Report
Memory Care Facility a Edmonds, Washington 1rerracon
March 12, 2014 a Terracon Project No. 81145006
of existing fill under proposed pavement sections. If existing fill is encountered outside of the
building pad, the lateral extent of existing fill removal and replacement for the building pad
should be at least two-thirds of the depth of excavation at the perimeter footing location. In
addition to the fill soils, any organic -rich soils (such as those observed in borings B-3 and B-5)
should be removed and replaced in a similar manner.
4.2 Earthwork
The following text presents recommendations for site preparation, excavation, subgracle
improvements, and placement of structural fills for the project. The recommendations presented
for design and construction of earth supported elements including foundations, slabs and
pavements are contingent upon following the recommendations outlined in this section.
Earthwork on the project should be observed and evaluated by Terracon. The evaluation of
earthwork should include observation and testing of structural fill, subgrade preparation,
foundation bearing soils, and other geotechnical conditions exlJosed during the construction of
the project.
4.2.1 Site Preparation
We anticipate construction will be initiated by demolition and removal of existing buildings and
asphalt surfacing from the eastern parcel and clearing and grubbing of the western parcel. All
elements of existing structures, vegetation, and organic rich topsoil should be removed
completely from the.site. Alternatively, topsoil may be reused in non-structural landscape areas.
Based on our observations, we anticipate. an average stripping depth on the order'of 4 to 6
inches on the western parcel, with deeper areas, where trees are present. Excavations
associated with removing existing site elements should be backfilled. with structural fill placed
and compacted in accordance with the recommendations presented in this report. Existing
underground utilities, such as storm sewer, sanitary sewer pipe, and water line, that will not be
used as part of the new development should either be removed completely or filled with
Controlled- Density Fill (CDF) conforming to WSDOT section 2-09.3(1)E, Backfilling. In the
event that existing utilities are abandoned in place, we recommend density testing of the trench
backfill in order to verify that it is compacted to the density recommendations provided herein.
The silty sand soils encountered in the borings will be sensitive to disturbance from construction
activity, and increased moisture. If precipitation occurs prior to or during construction, the near -
surface soils could increase in moisture content and become more susceptible to disturbance.
Construction activity should be monitored, and should be curtailed if the construction activity is
causing subgrade disturbance. A Terracon representative can help with monitoring and
developing recommendations to aid in limiting subgrade disturbance.
After asphalt removal, clearing of vegetation, stripping of topsoil, overexcavation of existing fill
under the proposed building pad, and excavation to subgrade elevation in pavement areas,
proofrolling should be performed with heavy rubber -tire construction equipment such as a fully
Responsive m Resourceful a Reliable 5
Geotechnical Engineering Report
Memory Care Facility a Edmondsi Washington
March 12, 2014 n Terracon Project No. 81145006
1rerracon
loaded tandem -axle dump truck. A Terracon representative should observe proofrolling to aid in
locating unstable subgrade mated ' als. Proofrolling should be performed after a suitable period
of dry weather to avoid degrading an otherwise acceptable subgrade and to reduce the amount
of remedial work required. Unstable materials located during proofrolling should be stabilized
as recommended by the Terracon representative. Replacement and densification in place are
typical remediation methods.
4.2.2 Materials Types
The suitability of soils used for structural f ' ill depends primarily on their grain -size distribution and
moisture content when they are placed. As the fines content (that soil fraction passing the U.S.
No. 200 Sieve) increases, soils becorn e more sensitive to small changes in moisture content.
Soils containing more than about 5 percent fines (by'weight) cannot be consistently compacted
to a firm, unyielding condition when the moisture content is more than 2 percentage points
above or below optimum. Optimum� moisture content is the moisture content at which, the
maximum dry density for the material is achieved in the laboratory following ASTIVI procedures.
A test on the weathered glacial till soils in boring B-3 showed an organic content of
approximately 3Y2percent. Soils with an organic content greater than about 3 or 4 percent may
exhibit unpredictable settlement and structural support characteristics. If excavated soils
appear to have a greater percentage of organics once excavated, additional testing may be
necessary to accurately classify the. soils and additional recommendations may be required.
Existing silty sand soils encountered on the site generally appeared to be near or above their
optimum moisture content. Reuse of the native, materials as structural fill may be possible
during periods of dry weather, but it may become difficult or impossible to compact these soils to
a firm and unyielding condition, if they are exposed to additional moisture.
If construction is anticipated to take place during the wet weather season (typically November
1s' through April 1s), the project specifications should include provisions for using imported,
clean, granular fill. As a general structural fill material, we recommend using a well -graded sand
and gravel such as "Ballast" or "Gravel Borrow" per. WSIDOT: 9-03.9(l) and 9-03,14,
respectively. For combined structural fill and drainage purposes, a relatively clean and uniform
angular material such as "Crushed Surfacing Base Course" per WSIDOT: 9-03.9(3) is
preferable. Structural fill should consist of approved materials, free of organic material, debris
and particles larger than about 4 inches.
4.2.3 Compaction Requirements
Structural fill materials should be placed in horizontal lifts not exceeding about 8 inches in loose
thickness. We recommend that each lift then be thoroughly compacted with a mechanical
compactor to a uniform density of at least 95 percent, based on the modified Proctor test (ASTIVI
D 1557). Where light compaction equipment is used, as is typical within a few feet of retaining
walls and in utility trenches, the lift thickness may need to be reduced to achieve the desired
degree of compaction. Excavated soils that will be reused as structural fill should be protected
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from rain and other factors to aid in preventing an increase in moisture content. Moisture
contents at the time of compaction should be within 2 percent of the optimum moisture content.
I
4.2.4 Grading and Drainage
Adequate positive drainage of exposed subgrades should be provided during construction and
maintained throughout the life of the development to prevent an increase in moisiure content of
the foundation and pavement subgrades and excavation backfill materials., Surface water
drainage should be controlled to prevent undermining of fill slopes and structures during and
after construction.
Gutters and downspouts should be routed into tightline pipes that discharge into a municipal
storm drain or other suitable location. Splash -blocks should also be considered below hose
bibs and water spigots.
It is recommended that all exposed earth slopes be seeded to provide protection against.
erosion as soon as possible after completion. Seeded slopes should be protected until the
vegetation is established. Sprinkler systems should not be installed behind or in front of walls
without the approval of the civil engineer and wall designer.
4.2.5 Construction Considerations
It is anticipated that excavations for the proposed construction can be accomplished with
conventional earthmoving equipment.
Upon completion of filling and grading, care should be taken to maintain the subgrade moisture
content prior to construction of floor slabs and pavements. Construction traffic over the
completed subgrade should be avoided to the extent practical. The site should also be graded
to prevent poncling of surface water on the prepared subgrades or in excavations. If the
subgrade should become frozen, desiccated, saturated, or disturbed, the affected material
should be removed or these materials should be- scarified, moisture conditioned, and
recompacted prior to floor slab and pavement construction and observed by Terracon.
Surface water should not be allowed to pond on the site and soak into the soil during
construction. Construction staging should provide drainage of surface water and precipitation
away from the building and pavement areas. Any water that collects over or adjacent to
construction areas should be promptly removed, along with any softened or disturbed soils.
Surface water control in the form of sloping surfaces, drainage ditches and trenches, and sump
pits and pumps will be important to avoid poncling and associated delays due to precipitation
and seepage.
Groundwater was encountered at a depth of approximately 24 feet below the existing ground
surface in one boring during our exploration. Based on our understanding of the proposed
development, we do not expect groundwater to affect construction. If groundwater is
encountered during construction, such as during installation of deeply buried utilities, some form
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of temporary dewatering may be required. Conventional dewatering methods, such as pumping
from sumps, should likely be adequate for temporary removal of any groundwater encountered
during excavation at the site.
Temporary excavations will probably be required during grading operations. The grading
contractor, by his contract, is usually responsible for designing and constructing stable,
temporary excavations and should shore, slope or bench the sides of the excavations as
required to maintain stability of both the excavation sides and bottom. All excavations should
comply with applicable local, state and federal safety regulations, including the current
Occupational Health and Safety Administration (OSHA) Excavation and Trench Safety
Standards. All excavations should be sloped or braced as required by OSHA regulations to
provide stability and safe working conditions.
Construction site safety is the sole responsibility of the contractor who controls the means,
methods and sequencing of construction operations. Under no circumstances shall the
information provided herein be interpreted to mean that Terracon is assuming any responsibility
for construction site safety or the contractor's activities; such responsibility shall neither be
implied or inferred.
4.3 Foundations
The site explorations encountered up to 5% feet of possible fill and organic -rich silts below the
proposed building footprint. Additionally, previously placed fill is likely present near the center of
the eastern parcel in the area of the former underground storage tanks. Due to the
compressible nature of the organic -rich silts and un predictability of previously placed fill, we
recommend complete removal of all existing fill and organic -rich soils below the proposed
building pad and replacement with structural fill. In our opinion, after this overexcavation is
completed, the proposed building can be supported by a shallow, spread footing foundation
system bearing on at least medium dense native soils or compacted structural fill extending to
native soils, Design recommendations for shallow foundations for the proposed structure are
presented in the following paragraphs.
4.3.1 Design Recommendations
The allowable foundation bearing capacities apply to dead loads plus design live load
conditions. The design bearing capacity may be increased by one-third when considering total
loads that include wind or seismic conditions, The weight of the foundation concrete below
grade may be neglected in dead load computations.
Footings, foun ' dations, and masonry walls should be reinforced as necessary to reduce the
potential for distress caused by differential foundation movement. The use of joints at openings
or other discontinuities in masonry walls is recommended.
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DESC.RIPT,ION
column,
Wall
Net allowable bearing capacity
3,000 psf
3,000 psf
Minimum dimensions
24inches
16 inches
Minimum embedment below finished exterior
grade for per ime . ter footin gS 2
18 inches
18 inches
Minimum embedment below finished floor
grade for interior footings
12 inches
12 inches
Approximate total settlement 3
<1 inch
<1 inch
Estimated differential settlement 3
< . 1/2 inch between
columns
<Y2 inch over 50 feet
Ultimate coefficient of sliding friction
0.45
1 . The recommended net allowable bearing capacity is the pressure in excess of the minimum
surrounding overburden pressure at the footing base elevation. Assumes any unsuitablelfill or soft
soils, if encountered, will be removed and replaced with structural fill.
2. For frost protection and to reduce the effects of seasonal moisture variations in the subgrade soils.
3. The foundation settlement will depend upon the variations within the subsurface soil profile, the
structural loading conditions, the embedment depth ofthe footings, the thickness of compacted fill,
and the quality of the earthwork operations.
We recommend that the building be encircled with a perimeter foundation drain to collect
exterior seepage water. This drain should consist of a 4-inch-diameter perforated pipe within an
envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe. The
gravel envelope should be wrapped with filter fabric (such as Mirafi 140N) to reduce the
migration of fines from the surrounding soils, Ideallyi the drain invert would be installed no more
than 8 inches above or below the base of the perimeter footings.
4.3.2 Construction Considerations
Foundation excavations should be observed by a Terracon representative. If the soil conditions
encountered differ from those presented in this report, supplemental recommendations may be
required.
4.4 Floor Slab
We recommend complete removal of all existing fill and organic -rich soils encountered below
the proposed building floor slab, as described above for the foundation subgrades. Removed
soils should be replaced with structural fill placed and compacted in accordance with the
Earthwork- section of this report. A subgrade prepared and tested as recommended in this
report should provide adequate support for lightly loaded floor slabs.
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4.4.1 Desian Recommendations
Irerracon
DESCRIPTION
VALUE
Interior floor system
Slab -on -grade concrete.
At least medium dense native soils or structural fill placed
Floor slab support
immediately above native soils and compacted in accordance
with the Earthwork section of this report.
Base Course 21
4-inch compacted layer'of free draining (less than 5 percent
fines), uniform gravel
1 . Floor slabs should be structurally independent of any building footings or walls to reduce floor slab
cracking caused by differential movements between the slab and foundation. Narrower, turned -
down slab -on -grade foundations may be utilized at the approval of the structural engineer. The
slabs should be appropriately reinforced to support the proposed loads.
2. The base course serves as a capillary break layer, a drainage layer, a leveling layer, and a bearing
layer.
We recommend subgrades be maintained at the proper moisture condition until floor slabs are
constructed. If the subgrade should become desiccated prior to construction of floor slabs, the
V
affected material should be removed or the materials scarified, moistened, and recompacted.
Upon completion of grading operations in the building areas, care should be taken to maintain
the recommended subgrade moisture content and density prior to construction of the building
floor slabs.
Where appropriate, saw -cut control joints s ' hould be placed in \the slab to help control the
location and extent of cracking. For additional recommendations refer to the ACI Design
Manual.
The use of a vapor retarder or barrier should be considered beneath concrete slab -on -grade
floors that wil I be covered with wood, tile, carpet or other moisture -sensitive or impervious
coverings, or when the slab will support equipment sensitive to moisture. When conditions
warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI
302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor
retarder/barrier.
4.4.2 Construction Considerations
On most project sites, the site grading is generally accomplished early in the construction _phase.
However as construction proceeds, the subgrade may be disturbed due to utility excavations,
construction traffic, desiccation, rainfall, etc. As a result, the floor slab subgrade may not be
suitable for placement of the base course and concrete slab, and corrective action may be
required.
All floor slab subgrade areas should be moisture conditioned and properly compacted to the
recommendations in this* report immediately prior to placement of the and then thoroughly
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proofrolled with a loaded tandem -axle dump truck prior to final grading and placement of the base
course. Particular attention should be'paid to high traffic areas that were rutted and disturbed
earlier and to areas where backfilled trenches are located. Areas where unsuitable conditions are
located should be repaired by removing and replacing the affected material with properly
compacted structural fill.
4.5 , Seismic Considerations .
The 2012 International Building Code (IBC) indicates that the seismic site classification is based
on the average soil and bedrock properties in the top 100 feet. The current scope does not
include a 100-foot soil profile determination. The 2012 IBC seismic site classification for this
site -is C, based on our interpretation of available subsurface information. This seismic site class
definition considers that soils encountered at depth in our boring continue below the termination
depth. Additional exploration to deeper depths would be required to confirm the conditions -
below the current depth of exploration. Site response spectral values are provided. on the
attached USGS Design Maps Summary Report.
We reviewed the USGS Earthquake Hazards Program Quaternary Faults and Folds Database
available online (http://earthquake.usgs. faults/map), The nearest fault to the
-gov/hazards/q
project site is the Southern Whidbey Island fault zone approximately 10 miles north of the
project site. According to this source, the fault age is less than 15,000 years, has,been mapped
with northwest striking features, and is in the slip rate category of between 0.2 and 1.0 mm/year.
Based on the information described above, we estimate that the risk associated with surface
rupture at the site is low.
As part of our services, we evaluated the risk of liquefaction at this site. Based on our
understanding of groundwater and geology at the site, it is our opinion that the risk of
liquefaction at the site is low. The potential for seismic related settlement is also considered
low. Based on our analyses, foundation bearing capacity failure is considered unlikely, and
settlement of greater than 1 inch is considered unlikely during a clesign-level earthquake. It is
our opinion that no additional engineering geology investigations or geologic, hazard evaluations
are necessary relative to seismic hazards for this project.
4.6 - Lateral Earth Pressures
4.6.1 Design Recommen'dations
The lateral earth_pressure recommendations herein are applicable to the'design of rigid retaining
walls subject to slight rotation, such as cantilever, or gravity type concrete walls. These
recommendations are not applicable to the design of modular block, geogrid-reinforced backfill
walls or rockeries. If these types of walls are planned for this project, we are available to provide
additional recommendations and/or retaining wall design services.
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For active pressure movement
S = Surcharge (0.002 H to 0.0.04 H)
S1 .1, 1 For at -rest pressure
-t _J1 - No Movement Assumed
Horizontal
Finished,
Grade
Horizontal
Finished Grade
P2 04 Pl--.m Wall
EARTH PRESSURE COEFFICIENTS
EARTH
WWVA�L . ENT
SURCHARGE
EARTH
011t6SU14E
COEFFICIENT FOR
FLUID,
PRESS�URE,;:01
PRESSURE,.
CONDITIONS�
BACKFILL TYPE
DENSITY
,
(PPO
df)
.132
Active (Ka)
0.26.
35
(0.26)S
(35)H
At -Rest (Ko)
0.41
55
(0.41)S
(55)H
Passive (Kp)
3.85
500,
Applicable conditions to the above.include.-.
* For active earth pressure, wa 11 must rotate about base, with top lateral movements of about
0,002 H to 0.004 H, where H is wall height -
* For passive earth pressure to develop, wall must move horizontally to mobilize resistance
* Uniform surcharge, where S is surcharge pressure
* Wall backfill weight a maxim,um of 125 pcf
* Horizontal finished grade compacted to 95 percent of modified Proctor maximum dry density
* Loading from heavy compaction equipment not included
* No hydrostatic pressures acting on wall
* No safetylactor included in soil parameters
* Ignore passive pressure in frost -zone
Reinforced concrete walls with unbalanced backfill levels on opposite sides should be designed
for earth pressures at least equal to those indicated in the table above. Earth pressures will be
influenced by structural design of the. walls,, conditions of wall restraint, methods of construction
and/or compaction and the strength of the materials being restrained. Two wall restraint.
conditions are shown. "Active" earth pressure is commonly used. for design of free standing
)cantilevers retaining walls and assumes wall movement. The "at rest" condition assumes no wall
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movement. The recommended design lateral earth pressures do not include a factor of safety
and do not provide for possible hydrostatic pressure on the walls.
Backfill placed against walls should consist of granular structural fill. For the above pressures to be
valid, the structural fillmust extend out from the base of the wall at an angle of at least 45 and 60
degrees from vertical for the active and passive cases, respectively. To calculate the resistance to
sliding, a value of 0.45 should be used as the ultimate coefficient of friction between the footing and
the underlying soil.
To account for -increased lateral pressures on foundation and -retaining walls due to earthquake
motions, we recommend uniformly distributed pressures of 7H and 12H in pounds per square foot
(rectangular distribution) to be applied to yielding and non -yielding walls, respectively. These
pressures are in addition to the static pressures presented above.
To aid in reducing the potential for hydrostatic pressure behind walls, we recommend placing a
gravel curtain drain against the back of the wall with a collection pipe leading to a reliable
discharge. The curtain drain should consist of a clean, free -draining granular material extending
at least 18 inches from the back of the wall. A layer of filter fabric, such as Mirafi 140N or
approved equivalent, should be placed between the curtain drain and adjacent native or fill soils.
If adequate drainage is not possible, then combined hydrostatic and lateral earth pressures
should be calculated for granular backfill using an equivalent fluid weighing 80 and 90 pcf for
active and at -rest conditions, respectively. These pressures do not include the influence of
surcharge, equipment or floor loading, which should be added where appropriate. Heavy
equipment should not operate within a distance closer than the exposed height of retaining walls
to prevent lateral pressures more than those provided.
4.7 Pavements
Explorations in the areas of proposed paved parking lots and drive lanes encountered fill soils up
to depths of 5Y2 feet below existing site grades in the southern portion of the site. Provided the
owner is willing to accept the risk of unpredictable settlement response of the existing fill under
pavement sections, we recommend limiting risk mitigation measures to scarification and
recompaction of at least the upper 2 feet of the fill in proposed pavement areas. If organic -rich
soils are encountered below pavement subgrades, we recommend removal of at least 2 feet and
replacement with structural fill.. Based on the results of our explorations and anticipated relatively
light traffic conditions, existing fill soils are generally in a loose to medium dense condition and
represent a low to moderate risk of excessive settlements due to traffic loading, though areas of
unsuitable or compressible fill may be present within the fill areas that were not observed in our
explorations.
4.7.1 Subgrade Preparation
On most project sites, the site grading is accomplished relatively early in the construction phase.
Fills are placed and compacted in a uniform manner. However, as construction proceeds,
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excavations are made into these areas, rainfall and surface water saturates some areas, heavy
traffic from concrete trucks and other construction vehicles disturbs the subgrade, and many
surface irregularities are filled in with loose soils to temporarily improve trafficability. As a result,
the pavement subgrades, initially prepared early in the project, should be carefully evaluated as
the time for pavement construction approaches.
We recommend that the moisture content and density of the top 12 inches of the subgrade be
evaluated and that the pavement subgrades be proofrolled within two days prior to
commencement of actual paving operations. Areas not in. compliance with the required ranges of
moisture or density should be moisture conditioned and recompacted. Particular attention should
be paid to high traffic areas that were rutted and disturbed earlier and to areas where backfilled
trenches are located. Areas where unsuitable conditions are located should be repaired by
removing and replacing the materials with properly compacted structural fills. If a significant
precipitation event occurs after the evaluation or if the surface becomes disturbed, the subgrade
should be reviewed by qualified personnel immediately prior to paving. The subgrade should be
in its finished form at the time of the final review.
4.7.2 Design Considerations
We anticipate that traffic loads will be produced primarily by automobile traffic -and by occasional
delivery and trash -removal trucks. Pavement thicknesses were determined using AASHTO
methods based on assumed values of maximum ESAL loading of 50,000 (ESAL = equivale-nt
single axle load) over a 20-year design life.
The minimum pavement sections outlined below were determined based on the laboratory test
results and post- construction traffic loading -conditions. These pavement sections do not
account for heavy construction traffic during development. A partially constructed structural
section may be subjected to heavy construction traffic that can result in pavement deterioration
and pr . emature failure. Our experience indicates that this pavement constructibn practice can
result in pavements that will not perform as intended. Considering this information, several
alternatives are available to mitigate the impact of heavy construction traffic on the pavement
construction. These include using thicker sections to account for the construction traffic; using
some method of soil stabilization to improve the support characteristics of the pavement
subgrade; routing heavy construction traffic around paved areas; or delaying paving operations
until as near the end of construction as is feasible.
Pavement performance is affected by its surroundings. In addition to providing preventive
maintenance, the civil engineer should consider the following recommendations in the design
and layout of pavements:
• Final grade adjacent to parking lots and drives should slope down from pavement edges at
a minimum 2%;
• The subgrade and the pavement surface should have a minimum % inch per foot slope to
promote proper surface drainage;
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• Install pavement drainage surrounding areas anticipated for frequent wetting (e.g.,
landscaping areas, etc.);
• Install joint sealant and seal cracks immediately;
• Seal all landscaped areas in, or adjacent to pavements to reduce moisture migration to
subgrade soils, and;
• Place compacted, low permeability backfill against the exterior side of curb and gutter
4.7.3 Estimates of Minimum Pavement Thickness
The listed pavement component thicknesses should be used as a guide for pavement sections
at the si te for the traffic classifications stated herein. These recommendations assume a 20-year
pavement design life. If pavement frequencies or loads will be different than that assumed,
- Terracon should be contacted and allowed to review these pavement sections. -
As a minimum, we recommend the following typical pavement section be considered for the
proposed project:
Material
Thickness (inches)
WSDOT Std. Spec.
At least 24 inches of
95% of Modified Proctor
Subgrade
compacted in -place
MDD, -2 to +2% OMC
material or structural fill
Crushed Aggregate Base
4
9-03.9(3) Base Course
Asphalt Surface Course
3
9-03.8(2) Mz-inch HMA
9-03.8(6) %-inch Aggregate
Total Pavement Section
7
Asphalt concrete aggregates and base course materials should 'conform to the 2012
Washington State Department of Transportation (WSDOT) M 41 -10 "Standard Specifications for
Road, Bridge, and Municipal Construction". The abbreviations MDD, OMC, and HMA in the
table above refer to Maximum Dry Density, Optimum Moisture Cont ent, and Hot Mix Asphalt,
respectively.
The graded crushed a�gg * regate base should be compacted to a minimum of 95 percent of the
material's modified Proctor (ASTM D-1557, Method C) maximum dry density. Where base
course thickness exceeds 8 inches, the material should be placed and compacted in two or
more lifts of equal thickness.
We recommend that a Portland cement concrete pavement (tCP) be utilized in entrance and
exit sections, dumpster pads, or other areas where extensive wheel maneuvering or repeated
loading are expected. The clumpster pad should be large enough to support the wheels of the
truck which will bear the load of the clumpster. We recommend a minimum of 6 inches of CCP
underlain by 4 inches of crushed aggregate base. Although not required for structural support,
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the base course layer is recommended to help reduce potentials for slab c.UrI, shrinkage
cracking, and subgrade "pumping" through joints. Proper joint spacing will also be required to
prevent excessive slab curling and shrinkage cracking. All joints should be sealed to prevent
entry of foreign material and dowelled where necessary for load transfer.
Portland cement concrete should be designed with proper air -entrainment and have a minimum
compressive strength of 4,000 psi after 28 days of laboratory curing. Adequate reinforcement
and.number of longitudinal and transverse control joints should be placed in the rigid pavement
in accordance with ACI requirements. The joints should be sealed as soon as possible. (in
accordance with sealant manufacturer's instructions) to minimize water infiltration into the soil.
4.7.4 Pavement Drainage
Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond
on or adjacent to the pavements could saturate the subgrade and contribute to premature
pavement deterioration. In addition, the pavement subgrade should be graded to provide positive
drainage within the crushed aggregate base section.,
We recommend drainage be included at the bottom' of the crushed aggregate base layer at the
storm structures to aid in removing water that may enter this layer. Drainage could consist of
small diameter weep holes excavated around the perimeter of the storm structures. The weep
holes should be excavated at the elevation of the crushed aggregate base and soil interface.
The excavation should be covered with crushed aggregate which is encompassed in Mirafi
140NL or approved equivalent which will aid in reducing fines from entering the storm system.
4.7.5 Pavement Maintenance
The pavement sections provided in this report represent minimum recommended thicknesses.
Therefore preventive maintenance should be planned and provided for through an on -going
pavement management program. Preventive. maintenance activities are intended to slow the rate
of pavement deterioration, and to preserve the pavement investment. Preventive maintenance
consists of both localized maintenance (e.g., crack and joint. sealing and patching) and global
maintenance (e.g., surface sealing). Preventive maintenance is usually the first priority when
implementing a planned pavement maintenance program and provides the highest return on
investment for pavements. Prior to implementing any maintenance, additional engineering
observation is recommended to determine the type and extent of preventive maintenance. Even
with periodic maintenance, some movements and related cracking may still occur and repairs may
be required.
5.0 GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical recommendations
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in the design and specifications. Terracon also should be retained to provide observation and
testing services during grading, excavation, foundation construction and other earth -related
construction phases of the project.
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in
this report. This report does not reflect variations that may occur between borings, across the
site, or due to the modifying effects of construction or weather. The nature and extent of such
variations may not become evident until during or after construction. If variations appear, we
should be immediately notified so that further evaluation and supplemental recommendations
can be provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No Warranties, either express or implied, are intended,or made. Site
safety, excavation support, and dewatering requirements are, the responsibility of others. In the
event that changes in the nature, design, or location of ' the project as outlined in this report are
planned, the conclusions and recommendations contained in this report shall not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of t his
report in writing.
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APPENDIX A
FIELD EXPLORATION
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OPOGRAPHIC MAP IMAGE COURTESY OF
THE U * a GEOLOGICAL SURVEY Project Manager project t1l. Exhibit
QUADRANGLES INCLUDE,. EDMONDS EAST, - RMS 81145006 SITE LOCATION PLAN
WA (111/1931). Drawn bIr. RMS Scale: 1:24,000 Irerracon
DIAGRAM IS FOR GENERAL LOCATION ONLY, Checked by. '�.D..X 21905 64th Ave W Sufte 100 iEdmonds Memory Care Facility
CRT 'ei'.71' 7210&7220 21 Oth Street SW A-1
AND IS NOT INTENDED FOR CONSTRUCTION Approved by. Date: Mountlake Terrace, WA 98026 Edmonds, Washington
PURPOSES DAB I February 2014 1 L_ I I I I
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Geotechnical Engineering Report
Memory Care Facility a Edmonds, Washington 1rerracon
March 12, 2014 m Terracon Project No. 81145006
Field Exploration Description
The subsurface exploration consisted of drilling and sampling 5 borings at the site to depths
ranging from about 21 Y2to 31 Y2feet below existing grade. The boring locations were laid out by
Terracon personnel. Distances from these locations to the reference feature)s indicated on the
attached diagram are approximate. Boring locations were estimated using a GPS-enabled
phone and elevations were estimated using a tape measure and hand level. Boring elevations
are based on an assumed elevation of 100.0 feet at the catch basin near the northeast corner of
the site. The locations and elevations of the borings should be considered accurate only to the
degree implied by the means and methods usedto define them.
The borings were drilled with a track -mounted rotary drill rig using hollow stem augers to
advance the boreholes. Representative soil samples were obtained by the split -barrel sampling
procedure. In the split -barrel sampling procedure, the number of blows required to advance a
standard 2-inch O.D. split -barrel sampler the last 12 inches of the typical total 18-inch
penetration by means of a, 140-pound hammer with a free fall of 30 inches, is the standard
penetration resistance value (N). These values are indicted on the borings logs at the depths of
occurrence. This value is used to estimate the in -situ relative density of cohesionless soils and
the consistency of cohesive soils. The sampling depths and penetration distance, plus the
standard penetration resistance values, are shown on the boring logs. The samples were
sealed and taken to the laboratory for testing and classification.
An automatic SPT hammer was used to advance the split -barrel sampler in the borings
performed on this site. A greater efficiency is typically achieved with the automatic hammer
compared to the conventional safety hammer operated with a cathead and rope. Published
correlations between the SPT values and soil properties are based on the lower efficiency
cathead and rope method. This higher efficiency affects the standard -penetration resistance
blow count (N) value by increasing the penetration per hammei� blow over what would obtained
using the cathead and rope method. The effect of the automatic hammer's efficiency has been
considered in the interpretation and analysis of the subsurface information -for this report.
Field logs of each boring were prepared by the geologist on site. These logs included visual
classifications of the materials encountered during drilling as well as the geologist's
interpretation of the subsurface conditions between samples. Final boring logs included with
this report represent an interpretation of the field logs and include modifications based on
laboratory observation and tests of the samples.
The samples were classified in the laboratory based on visual observation, texture and
plasticity. The descriptions of the soils indicated on the boring logs are in geheral accordance
with the enclosed General Notes and the Unified Soil Classification System. Estimated group
symbols according to the Unified Soil Classification System are given on the boring logs. A brief
description of this classification system is attached to this report.
Responsive m Resourceful m Reliable Exhibit A-3
c
C
C
C
U,
C
BORING LOG NO. B-1
Page I of 1
PROJECT: Memory Care Facility
CLIENT: RJ Development Services
Olympia, Washington
SITE: 7220 210th Street SW
Edmonds, Washington
(9
LOCATION SeeExhibtA-2
U)
Z
ui
0.
UJ
U
LL
LL 0
.5
(n C0
Lu
M
Z)
Lu
z
U_*
0:
W
>
0,
_J
5
z
LU
LU z
LU
z
LU
o:
0
Approximate Surface Elev. 100 (Ft.) +I-
a
<
14.1
U.
Q.
2
Z
0
X
DEPTH ELEVATION(I'Ll
co
0
(0
0:
<
(n
0
W
0.5 2" ASPHALT over 2" CRUSHED R09K
SILTY SAND ISM), with gravel, brown, medium dense, moist
2.5 97.5+/-
7
SILTY SAND (SM), With gravel, light brown, dense, moist
14-21-23
12
N=44
S-1
8
Tak
5-
12
12-21-22
S-2
10
26
N=43
-41" SILTY SAND interbeds
13
10-16-31
N=47
S-3
-.110.0 90+1_
10—
21-33-37
SILTY GRAVE LLY SAND (SIVIII, brown -gray, very dense, moist (Glacial
01- Till)
13
N=70
S4
,).L Y
1A
15—
13
17 -29-36
S-5
N=65
20-
20-27-50/5.5"
S-6
N=77/11.5"
78.5+/-
Boring Terminated at 21.5 Feet
Stratification lines are approximate. in -situ. the transition may be gradual. Hammer Type: Automatic SPT Hammer
Advancement Method:
See Exhibit A-3 for descriplion of field procedures.
Notes:
Hollow Stem Auger
See Appendix B for description of laboratory
procedures and additional data (i(any�
See Appendix C for explanation of symbols and
Abandonment Method:
Borings backfilled with bentonile chips upon completion
abbre%4ations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: V1812014
Boring Completed: 211812014
Not Encountered
Drill Pig: D-50
Driller Holocene
21905 641h Ave. W. Suite 100
Mountlake Terraco, Washington
Project No.: 81145006
Exhibit: AA
Lu
(D
BORING LOG NO. B-2
Page 1 of 1
PROJECT: Memory Care Facility
CLIENT: RJ Development Services
Olympia, Washington
SITE: 7220 210th Street SW
Edmonds, Washington
LOCATION SeeExhibilA-2
U.1 z
0
Lu
a.
s
Q:
U.)
C13
U)
W
>
>-
I.-
U)
l-
-1
2
:3
0:
W
z
U.
X
0-
W
z
W
Wz
z
W
Approximate Surface Elev:. 101.5 (Ft.)
LU
U.
z
0
U
I DEPTH ELEVA- 1`10N (Ff.
Q.
.5 2" ASPHALT over 2" CRUSHED RQQK 101+1-
SILTY SAND ISM, with gravel to GRAVELLY, brown, loose, moist
(Probable Fill)
10
5-2-1
S-1
N=3
4.0 97.5+/.
SILTY RAVELLY SAND ISM), brown, medium dense, moist (Weathered
Glacial Till)
5-
X
10
6-6-6
S-2
10
—
N=12
7.0 94.54
SILTY SAND iSM), [race gravel, gray -brown, medium dense, moist
7-11-13
(Glacial Till)
16
N=24
S-3
14.
41
10-
3-18-12
-o.-r-
grades to dense
X
14
N=30
S-4
.1".
.6
15—
1245-50/5 5"
grades to very dense
5
N=95/11.5
S-5
20-
541-50/5
S-6
N=91 /11
Borfng Terminated at 21.5 Feet
Stratification lines are approx mate, in -situ, the transition may be gradual. Hammer Type: Automatic SPT Hammer
Advancement Method:
Sea Exhibit A-3 fo(description of field procedure&
Notes:
Hollow Stem Auger
See Appendix 8 for description of laboratory
procedures and additional data (if anyl
See Appendix C for explanation of. symbols and
Abandonment Method:
Borings backfilled with bentonite chips upon completion
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 211812014
Boring Completed: W&2014
Not-Encouniered
0611 Rig: D-50
Driller Holocene
21905 641h Ave. W, Suite 100
Mountlake Terrace, washington
Project No.: 81145M
Exhibit: A-5
z;
w
0
0
i-
X
0
ui
0
BORING LOG NO. B-3
Pagel of2
PROJECT: Memory Care Facility
CLIENT: RJ Development Services
Olympia, Washington
SITE: 7220 210th Street SW
Edmonds, Washington
LOCATION SeeExhibitA-2
uj Z
0
W
a.
.9
F�
W
e
in
to
>
;�
of
U)
Ui
z
cc -
W z
z
U-
l.- W
W
>
0
D
a (n
W W
w
l'-W
Z
z
U)
0
Approximate Surface Elev 97.5 (Fl.)
8
w
a.
Lu
DEPTH ELEVATION (Ft.)
co
0:
CL
0.5 Su icial grass and !PESOIL 97+1-
SILTY SANQ ISM, with roots and organics, brown, loose, moist
gra es to with gravel
4
6A-5
N=9
5.0 92.54/
SILTY SAND (SM), with gravel, brown, medium dense, moist (Weathered
6-11-12
Glacial Till)
6
N=23
S-2
16
7.0 90.5+/.
SILTY SAND (SMI, with gravel, very dense, gray, moist (Glacial Till)
10
16-43-50/4"
S-3
9
28
N=93/10"
10—
8
6-50/5"
S-4
N=50/5"
15-
10
18-38-5015.5"
S-5
N=88/11.5"
-0
20-
X
10
15-3543
S-6
—
N=78
v.
24.0 73.5+1-1
SILTY SAND ISM), trace gravel, dense, gray, wet (Advance Outwash)
2,91
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Typw. Automatic SPT Hammer
Advancement Method:
See Exhibit A-3 for description of field procedures.
Notes:
Hollow Stem Auger
See Appendix B for description of laboralory
procedures and additional data (if any). .
See Appendix C for explanation of symbols and
Abandonment Method:
l3orings barkfilled with benionile chips upon completion
abbreAations.
WATER LEVEL OBSERVATIONS
Boring
Irerracon Drill
Started: 2J18(2014
Boring Coirripleted: 2/1812014
24'While Drilling
Mg: 0-50
Driller Holocene
210M 54th Ave. W. Suite 100
Mountlake Terrace. Washington Project
No.: 81145006
ExImbit; A-6
BORING LOG NO. B-3
Page 2 of 2
PROJECT: 'Memory Care Facility
CLIENT: RJ Development Services
Olympia, Washington
SITE: 7220 210th Street SW
Edmonds, Washington
LOCATION SeeE)MibitA-2
U)
z
W
CL
S
W
in
1A
UJ 0
Lu
�:
;�
, W �
Co
2
D
cc
W X
LU
�- —1
Z)
00)
z
W
W
UJ
z
Approximate Surface Bey. 97.5 (Ft.) +I-
UJ
W
(L
2
<
8
U
W
—1
U, W
E W
1
Q.
z
0
W
U
0:
8
U)
Cr
U
w
Q.
DEPTH ELEVATK)N (Ft.)
SILTY SAND (SM), trace gravel, dense. gray, wet (�dvance Outwash)
10-20-27
(continued)
14
N=47
S-7
30—
8 -16-25
grades to with silt and gravel
8
N=41
S-8
31,5 664
Boring Terminated at 31.5 Feet
Slralification lines are approximate. In-silu. the transition may be gradual. Hammer Type: Automatic SPT Hammer
Advancement Method:
See Extiibit A-3 for descriplion of field procedures.
Notes:
Hollow Stem Auger
See Appendix B (or description of laboratory
procedures and additional data (if any�
See Appendix C for explanation of symbols and
Abandonment Method:
BoHngs backfilled vAth bentonile chips upon completion
abbreviations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 2/18/2014
Boring Completed: ?JlWM14
24'While Drilling
Drill Mg: 0-50
Driller: Holocene
2190 641h Ave. W. Suite 100
Mountlake Terrace, Washington
Project No.: 81145006
Exhibit: A-6
V
z
C
:J1
Lu
3:
0
0
LU
(D
BORING LOG NO. B-4
Page 1 of 1
PROJECT: Memory Care Facility
CLIENT: RJ Development Services
Olympia, Washington
SITE: 7220 210th Street SW
Edmonds, Washington
LOCATION SeeEidiibilA-2
U)
UJI z
0
W
a.
-s
W
to
E
LU
L)
U-
;�
UJ F--
- -J
D
z
of
U., �-
z
z
FL
X
uJ
;:.
0
-
-i
udl
W
i-
96
z
W
Approximate Surface Elev: 97 (Ff.)
U
UJI
LU
LL
W
DEPTH ELEVATION (Ff.)
0.5 Surf cial grass and IPESOIL 96.5*1-
SILTY SAN (SM), with gravel and interbedded silt lense (2"), trace roots,
brown, medium dense, wet (Weathered Glacial Till)
12
2-2-13
S-1
23
N=115
92+1-
5—
SILTY GRAVELLY SANQ (SMI, brown -gray, dense to very dense, moist
8-23-26
(Glacial Till)
-
6
N=49
S-2
10
10-22-28
S-3
10
N=50
0 J.
10
10-28-5016"
S-4
fS i�'
N=78/12"
15—
X16-43-43
4
S-5'
N=86.
20-
8
10-24-35
S-6
-
N=59
75.5+1.
Boring Terminated at 21.5 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Harnmer-Typix. Automatic SPT Hammer
Advancement Method:
See Exhibit A-3 for description of field procedures.
Notes:
Hollow Stem Auger
See Appendix B for description of laboratory
procedures and additional data (if any),
See Appendix C for explanation of symbols and
Abandonment Method:
Borings backfilled with bentonite chips upon completion
abbreviations.
WATER LEVEL OBSERVATIONS
Boring
Irerracon D411
Started: 21118120114
Boring Cornpleted: 2J1812014
IVot Encountered
Rg: D-50
Driller Holocene
219M rAth A�e. W. Suite 100
Mountlake Terrace. Washington Project
No.: 81145006
Exhibit: A-7
C
LLj
a
BORING LOG NO. B-5
Page 1 of I
PROJECT: Memory Care Facility
CLIENT: RJ Development Services
Olympia, Washington
SITE: 7220 210th Street SW
Edmonds, Washington
LOCATION See E.-diibil A-2
U)
Z
Ujj
uj
to
U.
uj 0
UJ
U) (0
W �_
LU
LU
a.
LU
8
,in
z
W
Z
� W
WZ
Approximate Surface Elev. 97LS (Ff.) +/-
ui
0
1�
W
i4j
(L
z
DEPTH ELEVATION (Ff 1
0
U)
ul
o.
" TOPSOI
SILTY SAND (SM!, trace gravel, organics (roots), brown with slight
mottling, loose, wet (Possible Fill)
V
10
S-1
21
35
N=6
5—
X
I
5-10-16
N=26
S-2
,15
.5 92+b
SILTY SAND (SIVII, with gravel, brown -gray, medium dense to*dense,
moist (Weathered Glacial Till)
12
15-11-22
S-3
12
N=40
'9.5
10-
SILTY SAND ISM), with gravel, brown -gray, very dense, moist (Glacial Till)
12
13-27-32
S-4
—
N=59
15
MIS,
S-5
N=50/6"
20—
M1 2
19-31A.5
S-6
21.5 76+/.
N=76
ftring Terminated at 21.5 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic SPT Hammer
Advancement Method:
Hollow Stem Auger
See Exhibit A-3 for description of field procedures.
Notes:
See Appendix B for description of laboratory
procedures and additional data (if any�
See Appendix C for explanation of symbols and
Abandonment Method:
Barings; backfilled with bentonite chips upon com L plelion
abbrwAations.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 2J1812014
Boring Completed: 2/1&2014
Not Encountered
Drill Rig: D-50
Driller Holocene
IlExhibit:
21905 64th Ave� W. Suite 100
Mountlake Terrace, Washington
Project No.: 81145006
A-8
LABORATORY TESTING -
Geotechnical Engineering Report
Memory Care Facility m Edmonds, Washington Irerracon
March 12, 2014 a Terracon Project No. 81145006
Laboratory Testing
As part of the testing program, all samples were examined in the laboratory by experienced
personnel and classified in accordance with the attached General Notes and the Unified Soil
Classification System based on the texture and plasticity of the soils. The group symbol for the
Unified Soil Classification System is shown in the appropriate column on the boring logs and a
brief description of the classification system is included with this report in the Appendix.
At that time, the field descriptions were confirmed or modified as necessary and an applicable
laboratory testing program was formulated to determine engineering properties of- the
subsurface materials.
Laboratory tests were conducted on selected soil samples and the test results are presented in
this appendix. The laboratory test results were used for the geotechnical engineering analyses,
and the development of foundation and earthwork recommendations. Laboratory tests were
performed in general accordance with the applicable ASTM, local or other accepted standards.
Selected soil samples obtained from the site were tested. for the following engineering
properties:
In -situ Water Content
Organic Content
Grain Size Distribution
Responsive a Resourceful mi Reliable
Exhibit B-1
GRAIN SIZE DISTRIBUTION
ASTM D422
Irerracon
Consulting Eng[neers & Scientists
Project Name: Edmonds Memory Care Date: 2/28/2014
Project Number: 81145006
Client: RJ Development SeNices
Report of Determination
Organic Content ASTM D2974/ D2216
Sample:
S-2
Location:
B-3
Depth:
Organic Content, percent:
3.51%
Moi sture Content:
15.7%
Tested by: JW
Reviewed by: JW
Respectfully submitted,
By Jeff Ward
Exhibit B-3
F., 1: 2: 1 : 101 Lei Kcs]
SUPPORTING DOCUMENTS
GENERAL NOTES
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
V Water Initially
Encountered
(HP) Hand Penetrometer
Auger Split Spoon
w Water Level After a
Specified Period of Time
(T) Torvane
a
_J
UJI
Water Level After
a Specified Period of Time
(b]Q Standard Penetration
Z_
>
U)
Test (blows per foot)
_J
CL
Shelby Tub Core
1111
_j
jX
Water levels indicated on the soil loring
logs are the levels measured in the
UJI
a
(PID) Photo -Ionization Detector
UJ
borehole at the times indicated.
_J
W
U)
Groundwater level variations will occur
—
U.
(OVA) Organic Vapor Analyzer
Ring Sampler Rock Core
over time. In low permeability soils,
accurate determination of groundwater
levels is not possible with short term
water level observations.
Grab Sample No Recovery
DESCRIPTIVE SOIL CLASSIFICATION
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry
weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have
less than 50% of their dry Weight retained on a #200 sieve; they are principally described as clays if they are
I . plastic, and
silts if they are slightly plastic or noin-plastic. Major constituents may be added as modifiers and minor constituents may be
added according 1:4? the relative pr9portio ' ns based on grain size. In addition to gradation, coarse -grained soils are defined
on the basis of their in-placd relative density and fine.grained soils on the basis of their consistency.
LOCATION AND ELEVATION NOTES
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy
of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was
conducted,to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic
maps of the area.
RELATIVE DENSITY OF COARSE -GRAINED SOILS
CONSISTENCY OF FINE-GRAINED SOILS
(More than 50% retained on No. 200 sieve,)
(50% or more passing (he No. 200 sieve.)
Density determined by Standard Penetration Resistance
Consistency determined by laboratory shear strength testing, field
Includes gravels, sands and silts.
visual -manual procedures or standard penetration resistance
U)
Descriptive Term
Standard Penetration or
Ring Sampler
Descriptive Tenn
Unconfined Compressive
Standard Penetration or
Ring-Sarripler
2
(Density)
N-Value
Blow's/Ft.
(Consistency)
Strength, Qu, tsf
N-Value
Blows/Ft.
0:
Blows/Ft.
Blows/Ft.
W
Very Loose
0-3
0-6
Very Soft
less than 0.25
0-1.
3
X
Loose
4-9
7-18
Soft
0.25(oO.50
2-4
3-4
Z
I"
Medium Dense
10-29
19-58.
Medium -Stiff
0.50 to 1.00
4-8
5-9
Dense
50
59 98'
stiff
1.00 to 2.00
8 15
10 18
Very Dense
> 50
>99
Very Stiff
2.00 to 4.00
15-30
19-42
Hard
> 4.00
> 30
> 42
Descriptive Tbrm(s)
Percent
of other constituents
Dry Weigh
Trace
< 15
With
15-29
Modifier
> 30
GRAIN SIZE TERMINOLOGY
Malor Component Particle Size
of Sample .
Boulders
Cobbles
Gravel
,Sand
Silt or Clay
RELATIVE PROPOliTIONS OF FINES
Descriptive TerniW Percent
of other constituents Dry Weight Non -plastic
Trace < 5 Low
With 5-12 Medium
Modifier > 12 High
Over 12 in. (300 mm)
12 in. to 3 in. (300mm to 75mm)
3 in. to #4 ' sieve (75mm to 4.75 mm)
#4 to #200 sieve (4.75mm to 0.075mm
Passing 4200 sieve (0,075mm)
Plasticity Index
0
1-10
11-30
> 30
rracon
Exhibit C-1
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Gro*up Symbols and Group Narrlias* Using Laboratory Tests A
Soil Classification
Group
Symbol
Group Name
Coarse Grained Soils:
More than 50%
Gravels:
More than 50% of
coarse fraction retained
on No. 4 sieve
Clean Gravels:
Less than 5% fines c
Cu � 4 and 1 !:- Ccs 3
GW
Well -graded gravel F
Cu < 4 andlor 1 > Cc > 3
GP
Poorly graded gravel 9
Gravels with Fines:
More than 12% finesc
Fines classify as ML or MH
GM
Silty gravel "'"
Tines classify as C L or CH
GC
Clayey gravel �,G,H
retained
on No. 200 sieve
Sands:
50% or more of coarse
fraction passes No. 4
sieve
Clean Sands:
LOSS than 5% fines
Cu 2: 6 and 1 :5 Cc 15 3
SW
Well -graded sand'
Cu < 6 and/or 1 > Cc > 3 E
SP
Poorly graded sand'
Sands with Fines:
More than 12% fines 0
Fines classify as ML or MH
SM
Fines classify as CL or CH
SC
Clayey sand3-"-'
Fine -Grained Soils:
50% the
Silts and Clays:
Liquid limit less than 50
Inorganic:
PI > Tand plots on or above "A" I
CL
Lean clay'-"'
PI < 4 or plots below "A" line J
ML
Silt K,L.M
Organic:
Liquid limit - oven dried
I - 035
OL
Organic clay KLMN
Liquid limit - not dried
Organic Silt K,L,1,1,0
or more passes
Ro..200 sieve
Silts and Clays:
Liquid limit 50 or more
Inorganic:
PI plots on or above "A" line
CH
Fat cla y KIM
PI plots below "A" line
MH
Elastic Silt K,L.M
Orga nic:
Liquid-firnit - oven dried
I < 0.75
QH
Organic Clay K,L*M,P
Liquid limit - not dried
organic, Silt
Highly organic soils:
Primarily organic matter, dark in color, and organic odor
PT
Peat
A Based on the material passing the 3-inch (75-mm) sieve
If field sample contained cobbles or boulders, or both, add "with cobbles
or boulders, or both" to group name.
c Gravels with 5 to 12% fines require dual symbols: GW-GM well -graded
gravel with silt, GW-GC well -graded gravel with clay, GP -GM poorly
graded gravel with silt, GP -GC poorly graded ' gravel with clay.
D Sands with 5 to 12% fines require dual symbols: SW-SM well7graded
sand wi , th silt, SW -SC well -graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
Cu = D6o/D,o Cc =
D,0 x D,,o
F If soil contains a 15% sand, add "with sand" to group name,
G if fines classify as CL-ML, use dual symbol GC -GM, or SC-SM.
X
III
0
z
r
0
U)
5
0-
30
20
10
7
4
0
0
60. 1 � I 1 /1. . .1-1 -_
I For classification of fine-grained
50 soils and fine-grained fraction
of coarse-gralned soils.
Equation of "A"- line.
Ho.rizontal at PI=4 to LL--25.5.
40 then PI=0.73 (LL-20)
Equation of 'Ll" - line 71
.at LL= 10 to F-1=1.
then PI=0.9 (LL-8)
MH or OH
MIL
or OL
If fines are organic, add "with organic fines" to group name.
If soil contains a 15% gravel, add "with gravel" to group name.
If Atterberg limits plot. in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add "with sand' or "with gravel,"
whichever is predominant.
L If soil contains 30% plus No. 200 predominantly Sand, add "sandy� to
group name.
M If soil contains 30% plus No. 200, predominantly gravel, add
"gravelly" to group name.
PI ? 4 and plots on or above "A" line.
0 PI < 4 or plots below "A" line.
P PI plots on or above "A" line.
0 PI plots below "A" line.
10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
I I =Is(@] I
Exhibit C-2
MUSM Design Maps Summary Report
User —Specified Input
Building Code Reference Document 2012 International Building Code
(whidl UriliWS US6S INIVIrd (WA AVI'lifilblo ill 2008)
Site Coordinates 47.80834"N, 122.330841W
Site Soil Classification Site Class . C — "Very Dens `6- Soil and Soft Rock"
Risk Category 1/11/111
'0001's
Suuum
Ile
0
1?w,
Ly - n' 0
0
IK� I
'90. r
-1oun a
M tl
,'T;rrac*1Z'
Q! t
woo way
A�. ;IPA
7
Lak
h re ine
a
uest
USGS—Provided Output
Ss = 1.275 g Sms = 1.275 g Sos = 0.850 g
S, = 0. 498 g SHL = 0. 648 g So, = 0.432 g
14,
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the directionof maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code refvrence document.
MCEq Response Spectrum
11T
1.04.
O.S1
(I x
O.M__
*]I..
400 C,�� 04,0 ariu 0 so 1.06 1.20 1,A0 1.0 1.93 203
P*164, T llsec)
0 "
(170 ,
411 1
(X72
In
0.19
0100 a.zo 0.40 0.90 0A0 1.00 1-110 1.40 I.Q A.90 100
Period. T (Sec)
Design Response Spectrum
AJ(hoLlfj1l thiS infOl-Miltioll is it prooict or tiie. u.s. GoolOgiCA SUrvey, wo, providu no warranty. (-Xprosscd ot iinplicd. as, to the
ilCUiracy of the clata containod riv!rein. ThiS r001 1S not,'l -�01YA41.00 �e:� fnartcv knowledqc%
I
APPENDIX'G'
APPENDIXA MAINTENANCE REQUIRE-IMENTS FOR FLOWCONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 3 - DETENTION TANKS AND VAULTS
Maintenance
Defect or Problem
Conditions When Maintenance is Needed
Results Expected When
Component
Maintenance Is Performed
Site
Trash and debris
Any trash and debris which exceed 1 cubic foot
Trash and debris cleared from site.
per 1,000 square feet (this is about equal to the
amount of trash it would take to fill up one
standard size office garbage can). In general.
there should be no visual evidence of dumping.
Noxious weeds
Any noxious or nuisance vegetation which may
Noxious and nuisance vegetation
constitutea hazard to County personnel or the
removed according to applicable
public.
regulations. No danger of noxious
vegetation where County personnel
or the public might normally be!
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline. concrete slurries or paint,
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass/groundcover
Grass or groundcover exceeds 18 inches in
Grass or groundcover mowed to a
height.
height no greater than 6 inches.
Tank or Vault
Trash and debris
Any trash and debris accumulated in vault or lank
No trash or debris in vault.
Storage Area
(includes floatables and non-floatables).
Sediment
Accumulated sediment depth exceeds 10% of the
All sediment removed from storage
accumulation
diameter of the storage area for '/. length of
storage vault or any point depth exceeds 15% of
area.
diameter. Example: 72-inch storage tank would
require cleaning when sediment reaches depth of
7 Inches for more than % length of tank.
Tank Structure
Plugged air vent
Any blockage of the vent.
Tank or vault freely vents.
Tank bent out of
Any part of tank/pipe is bent out of shape more
Tank repaired or replaced to design.
shape
than 10% of its design shape,
Gaps between
A gap wider than Y2-inch at the joint of any tank
No water or soil entering tank
sections, damaged
sections or any evidence of soil particles entering
through joints or walls.
joints or cracks or
the tank at a joint or through a wall.
tears in wall
Vault Structure
Damage to wall,
Cracks wider than Y27inch, any evidence of soil
Vault is sealed and structurally
frame, bottom, andlor
entering the structure through cracks or qualified
sound.
top slab
inspection personnel determines that the vault is
not structurally sound,
Inlet/Outlet Pipes
Sediment
Sediment filling 20% or more of the pipe.
lillet/outiet pipes dear of sediment.
accumulation
Trash and debris
Trash and debris accumulated in inletloutlet
No trash or debris In pipes.
pipes (includes floatables and non-floatables).
Damaged
Cracks wider than 1/2-Inch at the joint of the
No cracks more than V.-inch wide at
Inlet/outlet pipes or any evidence of soil entering
the joint of the inlettoutlet pipe.
at the joints of the inlet/outlet pipes.
2009 Surfiace Waler Design Manual — Appendix A 1/9/2009
A-5
AIIPENDIXA MAIN-i-ENANCE RF-'QUIRI.--.lV1I'--.N-I-S FLOW CONTROL. CONVEYANCE, AND WQ FACILITIES
NO. 3 - DETENTION TANKS AND VAULTS
Maintenance
Defect or Problem
Conditions When Maintenance Is Needed
Results Expected When
Component
Maintenance is Performed
Access Manhole
Covedlid not In place
Cover/lid is missing or only partially in place.
Manhole access covered.
Any open manhole requires Immediate
maintenance.
Locking mechanism
Mechanism cannot be opened by one
Mechanism opens with proper tools.
not working
maintenance person with proper tools. Bolls
cannot be seated. Self-locking cover/lid does not
work.
Covertlid difficult to
One maintenance person cannot remove
Cover/lid can be removed and
remove
cover/lid after applying 80 lbs of lift.
reinstalled by one maintenance
person.
Ladder rungs unsafe
Missing rungs. misalignment, rust, or cracks.
Ladder meets design standards.
Allows maintenance person safe
access.
Large access
Damaged or difficult
Large access doors or plates cannot be
Replace or repair access door so it
doors/plate
to, open
opened/removed using normal equipment.
can opened as designed.
Gaps, doesn't cover
Large access doors not flat an * d1or access
Doors close flat and covers access
completely
penIng not completely covered.
opening completely.
Lifting Rings missing,
Lifting rings not capable of lifting weight of door
Lifting rings sufficient to lift or
rusted
or plate.
remove door or plate.
1/9/2009 2009 Surtlace Water Desi8n Manual — Appendix A
A-6
Al'I'E.NDIXA MA INTENANC 1-1 REQUI RIH-MENTS FOR FLOW CONTROI, CONVEYANCE, AN 1) WQ FAC 11,11-1 ES
NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance
Defect or Problem
Condition When Maintenance Is Needed
Results Expected When
Component
Maintenance Is Performed
Structure
Trash and debris
Trash or debris of more than Y� cubic foot which
No Trash or debris blocking or
Is located Immediately in front of the structure
potentially blocking entrance to
opening or is blocking capacity of the structure by
structure.
more than 10%.
Trash or debris in the structure that exceeds '/3
No trash ordebris in the structure.
the depth from the bottom of basin to Invert the
lowest pipe into or out of the basin.
Deposits of garbage exceeding 1 cubic foot in
No condition present which would
volume.
attract or support the breeding of
insects or rodents.
Sediment
Sediment exceeds 60% of the depth from the
bottom of the structure to the invert of the lowest
Sump of structure contains no
sediment.
pipe into or out of the structure or the bottom of
the FROP-T section or Is within 6 inches of the
invert of the lowest pipe into or out of the
structure or the bottom of the FROP-T section.
Damage to frame
Corner of frame extends more than % inch past
Frame is.even with curb.
and/or top slab
curb face into the street.(If applicable).
Top slab has holes larger than 2 square inches or
Top slab is free of holes and crack�.
cracks wider than X. inch.
Frame not sitting flush on top slab, i.e.,
Frame is sitting flush on top slab.
separation of more than % inch of the frame from
the top slab.
Cracks in walls or
Cracks wider than '/2 Inch and longer than 3 feet,
Structure is sealed and structurally
bottom
any evidence of soil particles entering structure
sound.
through cracks, or maintenance person judges
that structure Is unsound.
Cracks wider than % inch and longer than I foot
No cracks more than 1/4 inch wide at
at the joint of any inlet/outlet pipe or any evidence
the joint of inlet/outlet pipe.
of soil particles entering structure through cracks.
Settlement/
Structure has settled more than I inch or has
Basin replaced or repaired to design
misalignment
rotated more than 2 inches out of alignment.
standards.
Damaged pipe joints
Cracks wider than 1/2-inch at the joint of the
No cracks more than !/4-inch wide at
inlet/outlet pipes or any evidence of soil entering
the joint of inlettoutlet pipes.
the structure at the joint of the inlet/outlet pipes.
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appiupdate. No contaminants
present other than a surface oil film.
Ladder rungs missing
Ladder Is unsafe due to missing rungs,
Ladder meets design standards and
or.unsafe
misalignment, rust, cracks. or sharp edges.
allows maintenance person safe
access.
FROP-T Section
Damage
T section is not securely attached to structure
T section securely attached to wall
wall and outlet pipe structure should support at
and outlet pipe.
least 1,000 lbs of up or down pressure.
Structure is not In upright position (allow up to
Structure in correct position.
10% from plumb).
Connections to outlet pipe are not watertight or
Connections to outlet pipe are water
show signs of deteriorated grout.
tight: structure repaired or replaced
and works as designed.
Any holes —other than designed holes —in the
Structure has no holes other than
structure. I
designed holes.
Cleanout Gate
Damaged or missing
Cleanout gate is missing. I
Replace cleanout gate.
2009 SLIH�CC Water Dcsign Manual — Appendix A 1/9/2009
A-7
AIIPI-I,NDIXA MAIN-rF.NANCF`, REQUIREIVIENTS FLOW CON'1�11011, CONVEYANCE, AND WQ FACILITIES
NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance
Defect or Problem
Condition When Maintenance Is Needed
Results Expected When
Component
Maintenance Is Performed
Cleanout gate is not watertight.
Gate is watertight and works as
designed.
Gate cannot be moved up and down by one
Gate moves up and down easily and
maintenance person,
is watertight.
Chain/rod leading to gate is missing or damaged.
Chain is In place and works as
designed.
Orifice Plate
Damaged or missing
Control device is not working properly due to
Plate is in place and works as
missing, out of place, or bent orifice plate.
designed.
Obstructions
Any trash, debris, sediment, or vegetation
Plate is free of all obstructions and
blocking the plate.
works as designed.
Overflow Pipe
Obstructions
Any trash or debris blocking (or h . aving the
Pipe is free of all obstructions and
potential of blocking) the overflow pipe.
works as designed.
Deformed or damaged
Lip of overflow pipe is bent or deformed.
Overflow pipe does not allow
lip
overflow at an elevation lower than
design
Inlet/Outlet Pipe
Sediment
Sediment filling 20% or more of the pipe.
InIettoutlet pipes clear of sediment,
accumulation
Trash and debris
Trash and debris accumulated in inlet/outlet
No trash or debris in pipes.
pipes (includes floatables and non-floatables).
Damaged
Cracks wider than X.-inch at the joint of the
No cracks more than I/Wrich wide at
inlet/outlet pipes or any evidence of soil entering
the joint of the inlet/outtel pipe.
at the joints of the inlet/outlet pipes.
Metal Grates
Unsafe grate opening
Grate with opening wider than 7/e inch.
Grate opening meets design
(If Applicable)
standards.
Trash and debris
Trash and debris that Is blocking more than 20%
Grate free of trash and debris,
of grate surface.
footnote to guidelines for disposal
Damaged or missing
Grate missing or broken member(s)'of the grate.
Grate is in place and meets design
standards.
Manhole Cover/Lid
Cover/lid not in place
Coverflid is missing or only partially in place.
Cover/lid protects opening to
Any open structure requires urgent
structure.
maintenance.
Locking mechanism
Mechanism canno ' t be opened by one
Mechanism opens with proper tools.
Not Working
maintenance person with proper tools. Bolts
cannot be seated. Self-lockinj covertlid does not
work.
Cover/lid difficult to
One maintenance person cannot remove
Cover/lid can be removed and
Remove
covertlid after applying 80 lbs. of lift.
reinstalled by one maintenance
person.
1/9/2009 2009 Surface Water Design Manual — Appendix A
A-8
APPENDIXA MAINTENANCE RE.QUIREMENTS I -OR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIE-S
NO. 5 - CATCH BASINS AND MANHOLES
Maintenance
Defect or Problem
Condition When Maintenance Is Needed
Results Expected When
Component
Maintenance Is Performed
Structure
Sediment
Sediment exceeds 60% of the depth from the
Sump of catch basin contains no
bottom of the catch basin to the invert of the
sediment.
lowest pipe into or out of the catch basin or is
within 6 Inches of the invert of the lowest pipe
Into or out of the catch basin.
Trash and debris
Trash or debris of more than X. cubic foot which
No Trash or debris blocking or
is located immediately in front of the catch basin
potentially blocking entrance to
opening or is blocking capacity of the catch basin
catch basin.
by more than 10%.
Trash or de6ris in the catch basin that exceeds
1 /3 the depth from the bottom of basin to invert the
No trash or debris in the catch basin.
lowest pipe into or out of the basin.
Dead animals or vegetation that could generate
No dead animals or vegetation
odors that could cause complaints or dangerous
present within catch basin.
gases (e.g., methane).
Deposits of garbage exceeding I cubic foot in
No condition present which would
volume.
attract or support the breeding of
Insects or rodents. '
Damage to frame
Corner of frame extends more than % inch past
Frame is even with curb.
and/or top slab
curb face into the street (If applicable).
Top slab has holes larger than 2 square inches or
Top slab is free of holes and cracks.
cracks wider than A inch.
Frame not sitting flush on top slab. i.e.,
Frame is sitting flush on top slab.
separation of more than 3/4 inch of the frame from
the top slab.
Cracks in walls or
Cracks wider than V. inch and longer than 3 feet,
Catch basin is sealed and
bottom
any evidence of soil particles entering catch
structurally sound.
basin through cracks, or maintenance person
judges that catch basin is unsound.
Cracks wider than '/2 inch and longer than I foot
No cracks more than 1/4 inch wide at
at the joint of any inlet/outlet pipe or any evidence
the joint of inlet/outlet pipe.
of soil particles entering catch basin through
cracks.
Settlement/
Catch basin has settled more than I inch or has
Basin replaced or repaired to design
miGolignment
rotated more than 2 inches out of alignment.
slandards�
Damaged pipe joints
Cracks wider than X.-inch at (fie joint of the
No cracks more than Y.-inch wide at
inlet/outi6t pipes or any evidence of soil entering
the joint of inlettoutlet pipes.
the catch basin at the joint of the inlettoutlet
pipes.
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Inlet/Outlet Pipe
Sediment
Sediment filling 20% or more of the pipe;
Inlettoutlet pipes clear of sediment.
accumulation
Trash and debris
Trash and debris accumulated in inlet/outlet
No trash or, debris in pipes.
pipes (includes floatables and non-floitables).
Damaged
Cracks wider than X27 inch at the joint of the
No cracks more than Y.-Inch wide at
inlet/outlet pipes or any evidence of soil entering
the joint of the inlettoutlet pipe.
at Die joints of the inlettoutlet pipes.
I
2009 Surface Water Design Marimi'l — Appendix A 1/9/2009
A-9
APIIENDIXA MAINTENANC13 REQUIREMENTS FLOW CONTIZOI-, CONVEYANCE, AND WQ FACII.ITIES
NO. 6 - CATCH BASINS AND MANHOLES
Maintenance
Defect or Problem
Condition When Maintenance is Needed
Results Expected When
Component
Maintenance Is Performed
Metal Grates
Unsafe grate opening
Grate with opening wider than '/. inch.
Grate opening meets design
(Catch Basins)
standards.
Trash and debris
Trash and debris that is blocking more than 20%
Grate free of trash and debris.
of grate surface.
footnote to guidelines for disposal
Damaged or missing
Grate missing or broken member(s) of the grate.
Grate is in place and meets design
Any open structure requires urgent
standards.
maintenance.
Manhole Cover/Lid
Cover/lid not in place
Cover/lid is missing or only partially in place.
Coverflid protects opening to
Any open structure requires urgent
structure.
maintenance.
Locking mechanism
Mechanism cannot be opened by one
Mechanism opens with proper tools.
Not Working
maintenance person with proper,tools. Bolts
cannot be seated. Self-locking cover/lid does not
work.
Cover/lid difficult to
One maintenance person cannot remove
Cover/lid can be removed and
Remove
I
coverilld after applying 80 lbs. of lift,
reinstalled by one maintenance
I
person.
1/9/2009 2009 Surl'ace Water Design Manual — Appendix A
A-10
A1111EINDIXA tvlAIN'1'1.-NANCI--'I�l.-,Qtjll�l-'Mf-'.N'I'S FOR FLOW CONTROL,CONVEYANCE., AND WQ FACILI-1-11-1-S
NO. 6 - CONVEYANCE PIPES AND DITCHES
Maintenance
Defector Problem
Conditions When Maintenance Is Needed
Results Expected When
Component
Maintenance Is Performed
Pipes
Sediment & debris
Accumulated. sediment or debris that exceeds
Water flows freely through pipes.
accumulation
20% of the diameter of the pipe.
Vegetation/roots
Vegetationfroots that reduce free movement of
Water flows freely through pipes.
water through pipes.
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Damage to protective
Protective coating is damaged: rust or corrosion
Pipe repaired or replaced.
coating or corrosion
is weakening the structural integrity of any pan of
pipe.
Damaged
Any dent that decreases the cross section area of
Pipe repaired or replaced.
pipe by More than 20% or is determined, to have
weakened structural Integrity of the pipe.
Ditches
Trash and debris
Tras - h and debris 6ceeds I cubic fool per 1.000
Trash and debris cleared from
square feet of ditch and slopes.
ditches.
Sediment
Accumulated sediment that exceeds 20% of the
Ditch cleaned/flushed of 611 sediment
accumulation
design depth.
and debris so that it matches design.
Noxious weeds
Any noxious or nuisance vegetation which may
Noxious and nuisance vegetation
constitute a hazard to County personnel or the
removed according to applicable
public.
regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Vegetation
Vegetation that reduces free movement of water
Water flows freely through ditches.
through ditches.
Erosion damage to
Any erosion observed on a ditch slope.
Slopes are no t eroding.
slopes
Rock lining out of
One* layer o ' r less of rockexists above native soil
Replace rocks to design standards.
place or missing (If
area 5square feet or more. any exposed native
Applicable)
soil..
2009 Surface Water Design Manual — Appendix A 1/9/2009
A -I I
APPENDIXA -'VIA I N'I'['-,NAN CE. RI-QU I R ENTS F LO W CONTROL, CON V EYA NCF, AND WQ F AC I LITIES
NO. 9 - FENCING
Maintenance
Defect or Problem
Conditions When Maintenance Is Needed
Results Expected When
Component
Maintenance Is Performed
Site
Erosion or holes
Erosion or holes more than 4 inches high and 12-
No access under the fence.
underfence
18 inches wide permitting access through an
opening under a fence.
Wood Posts, Boards
and Cross Members
Missing or damaged
parts
Missing or broken boards, post out of plumb by
more than 6 inches or cross members broken
No gaps on fence due to missing or
broken boards, post plumb to within
1 I/S inches, cross members sound.
Weakened by rotting
Any part showing structural deterioration due to
All parts of fence are structurally
or insects
rotting or inseci damage
sound.
Damaged or failed
post foundation
Concrete or metal attachments deteriorated or
unable to support posts,
Post foundation capable of
supporting posts even in strong
wind.
Metal Posts, Rails
Damaged parts
Post out of plumb more than 6 inches.
Post plumb to within 1 'A inches.
and Fabric
Top rails bent more than 6 inches.
To . p rail free of bends greater than
I inch.
Any part of fence (including post, top rails, and
Fence is aligned and meets design
fabric) more than I foot out of design alignment.
standards.
Missing or loose tension wire.
Tension wire in place and holding
fabric.
Deteriorated paint or
protective coating
Part or parts that have a rusting or scaling
condition that has affected structural adequacy.
Structurally adequate posts or parts
with a uniform protective coa Ung
Openings in fabric
Openings in fabric are such that an 8-inch
Fabric mesh openings
F��l
I
diameter ball could fit through.
grid size.
1/9/2009 2009 Surfacc Water Design Manual — Appendix A
A-14
AI'i'ENDIXA MAINTENANCE REQUIRE-MENTS FLOWCONTROL, CONVEYANCE', AND WQ FACILITIES
I
NO. I I -GROUNDS (LANDSCAPING)
Maintenance
Defect or Problem
Conditions When Maintenance is Needed
Results Expected When
Component
Maintenance Is Performed
Site
Trash or litter
Any trash and debris which exceed 1 cubic foot
Trash and debris cleared from site.
per 1,000 square feet (this Is about equal to the
amount of trash it would take to fill up one
standard size office garbage can). In general,
there should be no visual evidence of dumping.
Noxious weeds
Any noxious or nuisance vegetation which may
Noxious and nuisance vegetation
constitute a hazard to County personnel or the
removed according to applicable
public.
regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations..
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass/groundcover
Grass or grOUndcover exceeds 18 inches in
Grass or groundcover mowed to a
height.
height no greater than 6 inches.
Trees and Shrubs
Hazard
Any tree or limb of a tree identified as having a
No hazard trees in facility.
potential to fall and cause property damage or
threaten human life. A hazard tree Identified by
a qualified arborlst must be removed as soon
as possible.
Damaged
Limbs or parts of trees or shrubs that are split or
Trees and shrubs with less than 5%
broken which affect more than 25% of the total
of total foliage with split or broken
foliage of the tree or shrub.
limbs.
Trees or shrubs that have been blown down or .
No blown down vegetation or
knocked over.
knocked over vegetation, Trees or
shrubs free of injury.
trees or shrubs which are not adequately
Tree or shrub in place and
supported or are leaning over, causing exposure
adequately supported; dead or
of the roots. I
diseased trees removed,
1/9/2009 2009 Surl"ace Water Design Manual — Appendix A
A-16
APIIENDIXA MAINTENANCE REQUIREME.NTS FOR FLOW CONTROL,CONVEYANCE, AND WQ FACILIT[ES
NO. 12 - ACCESS ROADS
Maintenance
Defect or Problem
Condition When Maintenance Is Needed
Results Expected When
Component
Maintenance Is Perfonined
Site
Trash and debris
Trash and debris exceeds I cubic foot per 1,000
Roadway drivable by maintenance
square feet (i.e., trash and debris would fill up
vehicles.
one standards size garbage can).
Debris which could damage vehicle tires or
Roadway drivable by maintenance
prohibit use of road.
vehicles.
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Blocked roadway
Any obstruction which reduces clearance above
Roadway overhead clear to 14 feet
road surface to less than 14 feet.
high.
Any obstruction restricting the access to a 10- to
At least 12-foot of width on access
12 foot width for a distance of more than 12 feet
road.
or any point restricting access to less than a 10
foot width.
Road Surface
Erosion, settlement,
Any surface defect which hinders or prevents
Road drivable by maintenance
potholes, soft spots,
maintenance access.
vehicles.
ruts
Vegetation on road
Trees or other, vegetation prevent access to
Maintenance vehicles can access
surface
facility by maintenance vehicles.
facility.
Shoulders and
Erosion
Erosion within 1 foot of the roadway more than 8
Shoulder free of erosion and
Ditches
inches wide and 6 inches deep.
matching the surrounding road.
Weeds and brush
Weeds and brush exceed 18 inches in height or
Weeds and brush cut to 2 inches in
hinder maintenance access.
height or cleared in such a way as to
allow m - aintenance access.
Modular Grid
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
Pavement
pollution
as oil. gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
['�amiged or missing
Access surface compacted because of broken on
Access road surface restored so
missing modular block.
road infiltrates.
20U9 Surface Water Desion Manual — Appendix A 1/9/2009
A-17
0 - .
APPENDIX'H'
To be completed prior to construction
STRUCTURES
Edmonds Memory Care Facility
Storm Water Detention Vault
City of Edmonds, Washington
Structural Calculations
Project No. S-15-025
First Issue. 05-07-15
Updated 06-19-15
STREL I FILE
1051, 19TH Ave SE, Suite C, Everett, WA 98208 * (425) 367-9600 (phone) * e-mail: dan@kosnik.com
Edmonds Memory Care Facility
Storm Water Detention Vault
Prqi ct No. S-15-025
STRUCTURAL CALCULATIONS INDEX
Design Criteria
Lid Review
WaH Design & Footing Design
Sheet
01 — 04A
05-09.1
10-16
I . C
DESIGN CRITERIA
Code:
Permitting Agency:
Soil Cover:
Lid Loading:
Edmonds Memory Care Facility
Storm Water Detention Vault
2012 IBC & ACI-350
City of Edmonds
17 inches min to 28 inches maximum
0111-
6/1- - I �_ - all
HS20 truck loading
Fire Truck wheel loading
150 psf uniform live load
Uniform live load does not act concurrently with truck
wheel loading.
Foundation Design:
Foundation design is based on the following values provided by Terracon in
their report dated 03-12-14
Allowable Bearing Pressure: 3,000 psf
Lateral Earth Pressures on Vault Walls (Drained Level Backfill):
At Rest Condition: 55 pcf EFW
Active Condition: 35 pcf EFW
Seismic Addition: E = 12H psf Uniform ( assumed
Saturated Soil Density: 125 pcf
Material Reguirements:
Rebar:. Grade 60
Concrete: fc= 4000 psi
Lid: Pre -cast., Pre -stressed Hollow Core Plank 12-1/2" thick.
Geotechnical Engineering Report
Memory Care Facility is Edmonds, Washington
March 12, 2014 m Terracon Project No. 81145006
lrer'racon'
---4-.3-.I'-Dd—sign—R6c-6mm—endiitio--n--s--
The allowable foundation bearing capacities apply to dead loads plus design live load
conditions. The design bearing capacity may be increased by one-third when considering total
loads that include wind or seismic conditions. The weight of the foundation concrete below
grade may be neglected in dead load computations.
Footings, foundations, and masonry walls should be rei.nforced as necessary to reduce the
potential for distress caused by.differential foundation movement. The use of joints at openings
or other discontinuities in masonry walls is recommended.
DESCRIP TION
Colur�h
Wall,-..
Net allowable bearing capacity
3,000 psf
3,000 psf
Minimum dimensions
24inches
16 inches
Min !mum embedment below finished exterior
grade for perimeter footings 2
18 inches
18 inches
Minimum embedment below finished floor
grade for interior footings
12 inches
12 inches
Approximate total settlement 3
<1 inch
<1 inch
Estimated differential settlement 3
<1/2inch between
<1/2inch over 50 feet
columns
Ultimate coefficient of sliding friction
0.45
1 . The recommended net allowable bearing capacity is the pressure in excess of the minimum
surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft
soils, if encountered, will be removed and replaced with structural fill.
2. For frost protection and to reduce the effects of seasonal moisture variations in the subgrade soils.
3. The foundation settlement will depend upon the variations within the subsurface soil profile, the
structural loading conditions, the embedment. depth of the footings, the thickness of COMp2cted fill,
and the quality of the earthwork operations.
We recommend that the building be encircled with a perimeter foundation drain to collect
exterior seepage water. This drain should consist of a 4-inch-diameter perforated pipe within an
envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe. The
gravel envelope should be wrapped with filter fabric (such as Mirafi 140N) to reduce the
migration of fines from the surrounding soils. Ide2lly, the drain invert would be installed no more
than 8 inches above or below the base of the perimeter footings'.
11
SITE STRUCTURES Project o( C&r�k_ sheet
date -5-7-45
prJ. no. iS-/45-OOz5
HS20-44 HS25-44
72,000LBS. 90-OOOLBS-
FRO . NT A)ML: 8,OOOLBS:..:: 10,OOOLBS
REAR AXEL #1:
REAR AXEL #2:
32�000LB&:6:
32,OOOLBS
I 4Q.,OOOLBS
40,OOOLBS I
11
8= 1b MS20-44 32,QOQ lb 32,ODO-lb axle
6400 1b HSIS-44 24,000 ib 24,000-lb axis wl� Plan
A
;;�—JSM Vonding-
OAW 4 J=
W coft[hed weight of ftt two axle$
V : V0.461%, use spacing whiCh produces m-oxtinum st.ress
For destqn of stabs., mlerOmt of wheel to be I ft from curb
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Geotechnical Engineering Report _a: LS --Ogn
Memory Care Facility a Edmonds, Washington Ires . w-n
March 12, 2014 u Terracon Project No.. 81145006
For actlVe.pressure m6vement
-1.070 04-H)---*
(0-002 H .0
-rest:ptassum
NO.MovementA"UM$d
Horizontal
�-'Flniahed
orado
HotizontaJ
Fffilshed *AdO
--Retainins Wall
LAK I H PKESSURE COEFFICIENTS
609,15, 404
PRESS RE.,:1,
N
Active (Ka)
0.26
35
(0.26)S
(35)H
At -Rest (Ko)
0.41
65
(0.41)S
.(55)H
Passive (Kp)
3 .85
500
Anplicable conditions to the above include:
For active earth pressure, wall must rotate about base, with top lateral movements of about
0.002 H to 0.004 H, where H is wall height
a For passive earth pressure to develop, wall must move horizontally to mobilize resistance
in Uniform surcharge, where S is surcharge pressure
m Wall backfill weight a maximum of 125 pcf
im Horizontal finished grade compacted to 95 percent of modified Proctor maximum dry density
is Loading from heavy compaction equip mient not included
m No hydrostatic pressures acting on wall
iz No safety factor included in soil parameters
m Ignore passive pressure in frost zone
Reinforced concrete walls with unbalanced backfill ' levels on opposite sides should be designed
for earth pressures at least equal to those indicated in the table above. Earth pressures will be
influenced by structural design of the walls, conditions of wall restraint, methods of construction
and/or compaction and the strength of the materials being restrained. Two wall restraint
conditions are shown. "Active" earth pressure is commonly used for design of free'standing
cantilever retaining walls and assumes wall movement. The "at rest" condition assumes no wall
Responsive m Resourceful a Reliable
12
Geotechnical Engineering Report
Memory Care Facility n Edmonds, Washington
March 12, 2014 m Terracon Project No. 81145008
Irerracon.-
movement. The recommended design lateral earth pressures do not include a factor of safety
and do not provide for possible hydrostatic pressure on the walls.
Backfill placed against walls should consist of granular structural fill. For the above pressures to be
valid, the structural fill must extend out from the base of the wall at an angle of at least 45 and 60
degrees from vertical for the active and passive cases, respectively. To calculate the resistance to
sliding, a value of 0.45 should be used as the ultimate coefficient of friction between the footing and
the underlying soil.
To account for Increased lateral pressures on foundation and retaining walls due to earthquake
motions, we recommend uniformly distributed pressures of 7H and 12H in pounds per square foot
(rectangular distribution) to be applied to yielding and non -yielding walls, respectively. These
pressures are in addition to the static pressures presented above.
To aid in reducing the potential for hydrostatic pressure behind walls, we recommend placing a
gravel curtain drain against the back of the wall With a collection pipe leading to a reliable
discharge. The curtain drain should consist of a clean, freeArain ing granular material extending
at least 18 inches from the back of the wall. A layer of filter fabric, such as Mirafi 140N or
approved equivalent, should be placed between the curtain drain and adjacent native or fill soils.
If adequate drainage is not'possible, then combined hydrostatic and lateral: earth pressures
should be calculated for granular backfill using an equivalent fluid weighing 80 and .90 pd for
active and at -rest conditions, respectively. These pressures do not include the influence of
surcharge, equipment or floor loading, which should be added where appropriate. Heavy
equipment should not operate within a distance closer than the exposed height of retaining walls
to prevent lateral pressures more than those provided..
4.7 Pavements
q iq
-'2- L5
-.1.5 - 11196
SITE STRUCTURES Project —Edmonds Mern Care sheet
10511 19th Ave SE, Suite C date
Everett, WA, (425)-357-9600 prJ. no. S-15-025
PRECAST HOLLOW CORE PLANK REVIEW
Lid Data
Soil Desity ��1.25: pcf
Soil Cover depth over lid '.....2.36 ft
26:ft'
Plank design clear span
Design Uniform Live Load
150. psf
Design Superimposed. Load 445 p�sf
Plank capacity based on uniform superimposed load tables
see appendix A sheet A4 for load span tables
Plank span
28. ft
No of tendons
413�� psf
Allowable superimposed loads
Allowable superimposed loads base of design span of 26.25 ft
Based on flexural capacity 470 psf
Based on shear capacity 441 psf
Plank capacity based on truck load charts
see appendix A sheets A2 & A3 for load span chart
Plank span :-,2625��ft
No of tendons
Allowable soil cover without knee -walls
Allowable soil cover with knee -walls .61 :5 t 6 ;:S.ft
I
CONCRETE TECHNOLOGY CORPORMON
121/2" HOLLOW CORE SLAB
DIMENSIONS
FOR DETAILII
k'+-u oluminal VVIUUI)
SPAN -LOAD TABLE
ALLOWABLE SUPERIMPOSED LOAD In pounds per square foot
Effective'
No. of
SIMPLE SPAN In feet
Prestress
1/2" o
28
32
36
40
44
48
52
56
60
(KIPS)
STRANDS
70;7
3
78
44
20
77.7
4
126
80
49
26
101.3
5
174
117
78
50
27
124.8
6
�211
153
106
70
43
23*
148A
7
267
186
129
89
59
36
172.0
8
307
216
153
108
74
49
29
195.5
9.
343
243
174
J25
89
61
40
23*
219.1
10
3781
270
195
142
103
73
50
31*
242.7
11
41311
297
217
160
117
85
60
40
24*
SECTION PROPERTIES (with shear keys grouted)
A 313 In2 Zt 1019 1n3 Zb = 947 In - 3 w 84 psf
1 6136 ln4 Yt 6.02 In Yb = 6.48 In
NOTES:
1. The values glv�n In this table are based on hollow core slabs without shear reinforcement. Superscripts (1, 2, etc.)
following values In the table Indicate the number of filled voids required at the ends of slabs to develop the allowable
superimposed load. See page 2, "SHEAR" for discussion.
2. Asterisk C) followindvalues in the table Indicate that the total def lectlon under all loads Is greater than U360 but less
than U1 80.
3. Interpolation between values Is acceptable. Do not extrapolate values Into the blank spaces of the table.
4. These Span -Load Tables are Intended as an aid to preliminary sizing. Sound engineering judgement Is required for
the application of this Information to specific design cases.
10 MANUFACTURERS OF PRESTRESSED CONCRETE a TACOMA, WASHINGTON 4188
lom%
10
z
LL 9
a
(L
0
04
8
0
g 7
LL
6
W
0 5
0 4
co
VUL.
0
3
0
W
X 2
0
1.2%" HOLLOW CORE SLAB
HS25-44 -rr) �-IrZp-
'17
Number
of Filled Voids required
for 2'-0"
at each end of e ch slab.
2
Vent Notchg
41,StrarWs
-111 Strar s (y..,, = 125 pcf)
X .......... ... ... ......
.......... t ........... I
. ........ ...... ... ) .......... .. . ....... .. . ...... .. . . ....
Str 135
nds (YS011 pcf)
9
7
Knee
Wall
5
2
X.
14 16 18 20 22 24 A �18 30 32 34 36 38
SIMPLE S AN (ft)
GENERAL NOTES:
1.) A minimum cover depth of six inches OR a three inch thick cast in. place concrete topping slab Is required.
2.) Simple Span is centerline of bearing to centerline of bearing.
3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs
with standard notches for manhole openings, assuming void fill concrete fc = 3,000 psi. Points failing outside this
envelope require knee walls to support the slabs at manhole openings.
4.) Interpolation between strand contours Is acceptable, DO NOT extrapolate beyond the bounds of this chart.
5.) Soil cover is assumdd to be uniform.
6.) JlExcept as noted, soil cover unit weight is assumed to be 120 pcf.
7.) Minimum span length = 14'-Y'.
8.) The values shown on this chart are in compliance with IBC 2012 & ACI 318-11.
9.) The Vent Notch envelope represents the maximum span and minimum/maximum height of soil cover that can,
be supported by slabs with 6Y2" standard notches in adjacent slabs to accommodate 12" diameter vents, assuming
void fill concrete f c = 3,000 psi. Refer to Detail 3 on page 13 of this brochure for vent notch details.
2110/14 MANUFACTURERS OF PRESTRESSED CONCRETE - TACOMA, WASHINGTON 8
12
11
6. 10
z
LL 9
0
IL
a
N
8
0
7
LL
6
5
-J
0 4
co
U.
0
3
A
Y11
2
I
0
14
12%".HOLLOW CORE SLAB
HS20A4
-4
4
3
# =Number
of Filled Voids required
for 2'-0"
at each end of each slab.
2
Vent Notch9
rands
.-L ...............
I I Strands (y,,il 125 pcf
L
Strands (y.,, 135 pcf)
7-
9
Knee
5
Wa113 -
r
16 18 20 22 24 26 28
SIMPLE SPAN (ft)
30 32 34 36 38
GENERAL NOTES:
1.) A minimum cover depth of six inches OR a three inch thick cast In place concrete topping slab is required.
2.) Simple Span Is centerline of bearing to centerline of bearing.
3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs
with standard notches for manhole openings, assuming void fill concrete f c = 3,000 psi. Points failing outside this
envelope require knee walls to support the slabs at manhole openings.
4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart.
5.) Soil cover is assumed to be uniform.
6.) Except as noted, soil cover unit weight is assumed to be 120 pcf.
7.) Minimum span length = 14'-0".
8.) The values shown on this chart are in compliance with IBC 2012 & ACI 318-11.
9.) The Vent Notch. envelope represents the maximum span and height of soil cover that can be supported by slabs
with 6%" standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete fc
3,000 psi. Refer to Detail 3 on page 13 of this brochure for vent notch details.
S -15 -a.;01
2/10/14 MANUFACTURERS OF PRESTRESSED CONCRETE - TACOMA, WASHINGTON 7
'WWWA lKLM-UNI-Ell "M NOILWIR MMA-ROWWWA WWWW-AIA I
12%" HOLLOW CORE SLAS?
150 PSF
10
z
U.
(L
Q
N
8(
0
7
6
0 5
0 4
U)
U.
0
3
W
X 2
Vent Notch9
4
Number of Filled Voids required
3
for 2'-0" at each end of each slab.
11 St nds
I I Strands (Y.011 5 pc
.
. . . .......
1 Strands (y,,,il 135 pc
Knee
7
Wa113...
FTI
14 16 18 20 22 24 26 28 30 32 34 36 38
SIMPLE SPAN (ft)
GENERAL NOTES:
1.) A minimum cover depth of six Inches OR a three inch thick cast in place concrete topping slab is required.
2.) Simple Span is centerline'of bearing to centerline, of bearing. '
3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs
with standard notches for manhole openings, assuming void fill concrete fc = 3,000 psi. Points falling outside this
envelope require knee walls to support the slabs at manhole openings.
4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart.
5.) Soil cover Is assumed to be uniform.
6.) Except as noted, soil cover unit weight is assumed to be 120 pcf.
7.) Minimum span length = 14'-0".
8.) The values shown on this chart are in compliance with IBC 2012 & ACI 318-1 ' 1 .
9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs
with 6%" standard notches in adjacent slabs to accommodate 12'.' diameter vents, assuming void fill concrete fc
3,000 psi. Refer to Detail 3 on page 13 of this brochure for vent notch details.
2/10/14 MANUFACTURERS OF PRESTRESSED CONCRETE - TACOMA, WASHINGTON 9
Ito Projecd t-&N FAA 60 E Shoot
g-
tructures Date
f Kcanik Engineering PO Job No
A Division a
P-x W-mm WilrO
tj
FAA
Oo
"'ZI
-,SITE STRUCTURES
10511 19th Ave SE, Suite C
Everett, WA, (425)-357-9600
Project Edmonds Mem Care
Vault Walls - Lateral Pressures Review
Minimum soil cover depth to top of wall:
Maximum soil cover depth to top of wall:
Wall Height:
At -Rest soil pressure:
Active soil pressure:
Uniform Addition to At -Rest soil pressure:
Soil Density:
Load Combinations:
1 �6 L (surcharge/wheel load)
(soil pressure)+.
.4;4' L (soil pressure) + L (seismic
Due to HS25 Truck Loadina:
1.4 ft min cover over lid:
2.3 ft max cover over lid:
Total Factored Lateral Force:
1.4 ft min cover over lid:
2.3 ft max cover over lid:
.213 f Uniform
ps
psf Uniform
3223 plf
3133 plf
Due to Uniform Surcharne Load:
psf
Uniform surcharge,
Equivalent lateral force: 66 psf Uniform
Total Factored Lateral Force:
2.3 ft max cover over lid: 2551 plf
Due to Seismic Activity:
Uniform seismic addition: E 1.2: H
Seismic lateral force: 52 psf Uniform
Total Factored Lateral Force:
2.3 ft max cover over lid: 1557 plf
Combined Load Factor: 1.51
sheet:
date:
prj. no. S_15-0�5i
-SITE STRUCTURES
10511 19th Ave SE, Suite C
Everett, WA, (425)-357-9600
Design Data
Project
Edmonds Mern Care
sheet
date
prJ. no. §45-02�
Soil Density 25: pcf
Soil Cover depth to the top of the wall -:'3:ft WS1 165 psf
Wall height 433 ft Ws2 238.15 psf
Soil Pressure EFW 55 pcf
Information
,� : 6
uniform S I = psf (on surface of ground) Equiv Ws .66 psf
truck Ws = 88 psf ( on surface of wall - see design chart)
Critical 6esign Surcharge pressure
:,50. psf (on the surface of the wall) v
Calculated Design Forces
W1= 315 F1 = 1363.95 lbs R top = 854 lbs
W2= 238.15 F2 = 515.5948 lbs R bot = 1026 lbs
M1 = 738 M total= 1025 ft-lbs
M2 = 286
Wall Reinforcin
Wall thickness
inches
Comp block (a) =
0.45 inches
Clear cover
3.6,875 inches
Depth to CL bar (d) =
4.00 inches
Rebar size
7 1Z
d-a/2
3.77 inches
Rebar area
0.31 sq-in
Bar spacing
..12; inch es
(VMn
5211 ft-lbs
Rebar strength fy
60, ksi
conc strength f c
0 PSI
Mu=
1639: ft-lbs
Load Factor
:1:6
max tension reinforcing spacing: f, 10619 psi p Ix:- S .47.3 in
S 45.2 in
smax 46.2 in - OK
Anchoraae at Too of the Wall
Ru 1366 plf Rebar Dowel Size
Dowel Area=;.,':,..
.....,,0.31-. sq-in
Shear capacity of Dowel 7440 plf Dowel strength fy=:.....*
s
60:* k i
Bearing capacity of Dowel 5250 plf Dowel Spacing
12:*'* hes
inc
Dowel brg length
inc
*2 * hes
conc strength fc
.:�:300.0 psi
Anchoraae at Bottom of the Wall
Ru 1641 pif Rebar Dowel Size
Dowel Area
Nominal Shear friction capacity Dowel strength fy=
of the footing to wall Dowel 9486* plf Dowel Spacing
Coefficient of friction
sq-in
ksi
inches
smooth surface
Ito Prcqect -Shest ILI,
tructures Date
A Division of Koanlk Engineering PC Job No
top VIA
Moe, mle"k 4 �C,
SITE STRUCTURES
10511 19th Ave SE, Suite C
Everett, WA, (425)-357-9600
Project Edmonds Mem Care
INTERIOR WALL HEADER GEOMETRY AND LOADS ANALYSIS
Header Overburden & Uniform Loads
sheet
date 7-
prJ. no. �S-15-025
Lid weight
igOpsf
Soil Desity
125,: pcf
Load Factors
Soil Cover depth over lid
Ll-.�:: 1;6
Plank design clear span left
DL .1.12
Plank design clear span right
2 6ft
Design Uniform Live Load
..,..-�.�.450 Psf
Lid tributary width to header
26 ft
Uniform service load to header
12740 plf
Uniform factored load to header
16848 plf
Truck Wheel Loads to Header
Truck type
Axle Load
lbs
Wheel Spacing
6ft
Cover depth
Axle assumed centered over & perpendicular to header
distribution width
4.50 ft opening width.,�..,
5,00::ft
distribution length
11.00 ft length ea side of hdr
5.50 ft
uniform load @ top of plank
808 psf
wheel load to header from left span
.3974 plf
wheel load to header from right span 3974 plf
Total wheel load to header
7949 plf
Factored wheel load to header
12718 pif'
Design Loads & Forces in Header
Service
20.7 klf
Factored
29.6 k1f
Critical section for shear is at 0.75 feet from the face of the support
Design Vu =
52 k
Design Mu =
92 k-ft
SITE STRUCTURES
10511 19th Ave SE, Suite C
Everett, WA, (425)-357-9600
Project Edmonds Mern Care
INTERIOR WALL HEADER DESIGN
sheet
date
prJ. no. S-15-025
Header Data
Header width inches Concrete Strength 400.0�psi
00 ft
Headerspan
Header depth 24
inchest d= 21.00 inches
.In/d ratio 2.86 Deep Beam limit ln/d < 5.0
Min shear steel (Area spacing ratio 0.012 Min Rebar spacing
Max spacing of shear steel 4.8 inches # 3 @ 9.17
#4@ 16.67
Min horiz steel (Area / spacing ) ratio 0.02 #4@ 10.00
Max spacing of horzontal steel 8 inches # 5 @ 15.50
Review shear capacity of header
Reinforcing yield strength ksi
n Horz reinf area sq in
Shear reinforcing area -.,.::..0; 3 1..
spacing �6 in Horz reinf spacing 12: in
Reinf shear capacity Ws 35 k Conc shear capacity Wc 18: k
Total Shear Capacity 53 k Factored shear Vu 52 k
Max Wn @ In/d < 2 72 k
Max Wn @ 2 < In/d < 5 8891 k
Review flexural capacity of header
min As based on 200 bwd/fy 0.56 sq inches
min As based on eq 10-3 0.53 sq inches
As reqd based on bending model .1.08 sq inches
As reqd based on tie -,strut model
. assume Vu is focused @ the center of the header
then Tu = 73.91 k
As reqd = 1.37 sq inches
4
—, (1) �) 1 ',1 ,�, ar
rATESTRUCTURES
10511 19th Ave SE, Suite C
Everett, WA, (425)-357-9600
Project Edmonds Mem Care
INTERIOR WALL HEADER DESIGN
Header Data
Header width
Headerspan
Header depth
ln/d ratio
Min shear steel (Area / spacing ) ratio
Max spacing of shear steel
Min horiz steel (Area / spacing ) ratio
Max spacing of horzontal steel
Review shear capacity of header
sheet
date
prJ. no. S-15-025
*� 11 V i V -�L /;7& "
'A000: psi
:.:8 inches Concrete Strength.:,:,
ft
�36 inches d 33.00 inches
1.82 Deep Beam limit ln/d < 5.0
0.012
Min Rebar spacing
7.2 inches
# 3 @ 9.17
#4@ 16.67
0.02
#4@ 10.00
12 inches
#5@ 15.50
Reinforcing yield strength
---'----!60 ksl
Shear reinforcing area
�:,0.21: sq in
Horz reirif area -0.-3f sq in
spacing
in
Horz reirif spacing in
Reinf shear capacity Ws
51 k
Conc shear capacity Wc 28 k
Total Shear Capacity
80 k
Factored shear Vu 52 k
Max Wn @ ln/d < 2
114 k
Max 4)Vn @ 2 < ln/d < 5
12259 k
Review flexural capacity of header
min As based on 200 bwd/fy 0.88,,sq inches
min As based on eq 10-3 0.83 sq inches
As reqd based on bending model 0.66 sq inches
As reqd based on tie - strut model
assume Vu is focused @ the center of the header
then Tu = 47..041 k I C,;,) 4 1 —
As reqd = .0;87 sq inches
I
AITE STRUCTURES . Proj ect Edmonds Mem Care sheet
10511 19th Ave SE, Suite C date
Everett, WA, (425)-357-9600 prj. no. S-15-025
--Design-Data-:-Wall-Foundation Loads Analysis
Soil Desity 125 DCf Per. wall Cell Width 2& ft
Soil Cover over the lid ..2 ft
Int. wall Cell Width left 26 ft
Plank weight 00: psf Int. wall Cell Width right -:!:�26 ft
Uniform Live Load -150. psf
Truck Rating �1 0. 000;� lbs
..:HS2544: Front Axle Load
Rear Axle #1 Load lbs
Wall Height 4.33 ft Rear Axle #2 Load I bs
Total vehicle wt 90000lbs
Truck Wheel Load Distribution to Perimeter Wall Foundation
Truck Perpendicular to the Perimeter wall wl rear axle #2 directly over wall & distance to axle #I = 14ft
total truck load to wall 58462lbs
distribution width 20.66 ft Load @ base of wall 2830 plf —
yw
Truck Parallel to the Perimeter wafi wl one' wheel over wall & 2nd wheel on plank fincl axle 1 &2 only)
total truck load to wall 70769lbs
calc distribution width 28.66 ft Load @ base of wall 2469 plf
Truck Wheel Load Distribution to Interior Wall Foundation
Truck Perpendicular to the int. wall wl rear axle #2 centered over the wall & dist between axles = 14ft
total truck load to wall 58462lbs
distribution width = 20.66 ft Load @ base of wall 2830 plf
Truck Perpendicular to the interior wall wl rear axle #2 directly over wafi & distance to axle #I = 14ft
total truck load to wall = 58462 lbs left plank Load @ base of wall = 2830 plf
total truck load to wall = 58462 lbs right plank Load @ base of wall = 2830 plf
distribution width 20.66 ft
Truck Parallel to the interior wall wl one wheel over wall & 2nd wheel on plank fincl axle 1 &2 only)
total truck load to wall = 70769 lbs left plank Load @ base of wall = 2469 plf
total truck load to wall = 70769 lbs right plank Load @ base of wall = 2469 plf
distribution width = 28.66 ft
Truck Parallei to the interior wafi wl the truck centered over the wall fincl axle 1 &2 only)
total truck load to wall 707 69 lbs
distribution width 28.66 ft Load @ base of wall 2469 plf
.Uniform Live Load distribution to Wall Footings
Perimeter Wall 1950 pif
Interior Wall 3900 plf
/ t�
—SITE STRUCTURES
10511 19th Ave SE, Suite C
Everett, WA, (425)-357-9600
Project Edmonds Mem Care
sheet
date
prj. no. S-15-025
.Design Data: Wall Foundation Design W rwe-0 0- Il 1�
Allowable Bearing Pressure
3000 psf
Rebar strength f� �..::60: ksi
Concrete strength :,.:30.00 psi
Per. wall Cell Width
26 ft
Int. wall Cell Width left
26 ft
Int. wall Cell Width right
26 ft
Soil Desity 125 pcf Plank weight 90 psf
Soil Cover over the lid 2ft Wall Height 4.33 ft
Wall Thickness 8 inches
--Perimeter Wafl Footing Design
LY Wu -
Design live load Of 1.6 4528 plf
Soil Cover dead load 3417 plf 1.2 4100 plf
Plank dead load 1230 plf 1.2 1476 plf
Wall dead load 433 plf 1.2 519.6 plf
total dead load 5080 plf 6095.6 plf
Total live + dead Load 7910 "If 10624 plf
Required Ftg Width 2.6 ft
Selected Ftg Width
-:.:'2*67: ft Selected Ftg Thickness 1.2': in
Qu = 3979 psf
As regd 0.05 sq-in/ft
Asmin = 0.35 sq-in/ft
1.33 x As regd 0.07 sq-in/ft
Mu =
1996 ft-lbs
at face of wall
Vu =
3986 plf
at face of wall
phi Vn=
9498 plf
at face of wall
interior WaH Footing Design
L.F Wu
Design live load 39M plf
1.6 6246 plf
Soil Cover dead load 6500 plf 1.2 7800 plf
Plank dead load 2340 plf 1.2 2808 plf
Wall dead load 433 plf 1.2 519.6 plf
total dead load 9273 pif 11127.6 plf
17367.6 plf
Total live + dead Load 13173 If
PIT
Required Ftg Width 4.4 ft
Selected Ftg Width
ft Selected Ftg Thickness -1.2: in
Qu 3859 psf Mu = 7089 ft-lbs at face of wall
Vu = 7397 plf at face of wall
As regd 0. 19 sq-in/ft phi Vn= 9498 plf at face of wall
Asmin 0.35 sq-in/ft
1.33 x As regd'= 0.25 sq-in/ft
j,". 19
. I fw
rol
SPECIAL INSPECTION PLAN
GEMERM,
MCX DOMCMIN BY A � DMPWOR Is Reatun IN
,37H THE I00 w
allQNWAIM
PeRBOR�BN
coMPeTvm Yo me BAYBuF— Or me, &eLo-
WOO VEMWATION A DdPeCY%ft
THE � v.PKrOR fiNAL. P!RPORW THE �TIOH3 &
INSPECTION$ Rm 1H T)c scHwu U!LOR,
LEMBO
C. CONT04XV5 p. P!R=
MR!P!X!M0!5
SIBOTTAL or RVKM
A� RPECAL Dapeom REPORYI AW Y!BTIRI REP(MY& � 0
"BaYreo ra me OWNM wre STV=M AKD me U==
� by THe AMMC, F!S`MMNQ THE � OR TESTO's.
CONCRETE
LOCATION slmwm MAXWICRATVD
(41tkl Zgr-�' -
PLANK voeo'�
TO CATHM � CMWYM
DeBMN,
� BE BA5!V OR FIELD EMMM 0 TRIAL WDYMMES IN
CONMORMARM VOTH PC SPEC71CATIONS.
MATERIAL REQUIREMENT&
MMKAT. Alm an � ACI M
AGGREGATES, ABTM = WAM MW M.
FLUM lamunnon
PLACD61
R —C COMORT! Al NEARLY PRACYECABIe TO M PUBS PORTION
TO AM WOVOATNX TW FRE0 UNO&r FX1 OF THO
� BUY ESM!ev 5 FEET.
REMOV! Al � FROM FORMS PICOR TO PLACING CONCRETE.
re CONOM BY SOT� MEANS. �T
CMD4`
CL�
61 MADITAM50 IN A NOW COMMMON FOR A
PeAW OF YMe APYKN PLAMNW
ItATHM
AMOOKTt PKLCWn= 5HA1 BE TAKEN D� HOT AND COLD
WAYHER IN ACCORDARM VOTH THE
LED PILMO( PLACOWIT,
IN NO CABE — THE LID — Be PLACED WORK, THE
HAVE BEEN � A MINOAN OF 5 DAT9 OF C� WHEN AWRAM
AWMENT TZNPeftATM M .!W1 THAN N DEGR!!S FARREM411T, THE
CONTRACTOR MY � A NVGMW CURZ TOM OF 7 DAM OR
PROVIM AN ADOVT� MY OF � TO BE BAMEN AT THE
TWwL[v,LAM MMM$TRXTVM A MMUM CONEXTE
IMBRou ar ;= Fu NAB BeeN ReACHM.
GENERAL CONSTRUCTION NOTES
�T . OR NOY,,
ADCLAR M =ML6 GHOWN FOR 6MLQk CONEITIDN,
THE CONTRACTOR BNAU. � EXENEZA UPON PUBMI
M,CKePANC, OR � IN THE M� ON
BNORD11 & EUVATIM
me CONTRAC= � be W)LEY tE%POMWN.! PON � �IATION
P"Ceousm txc� ok, vH,ADvs AND PtaTacrtaN Or
xwAceHY PtoPeov, =%* STREfT5 AND
WALL BACKPILL
PRIOR To � VA3.T WALLI me C3WYtAeTOft � MW
BACVqLL M
WALL OAMCF24. � Be WELL MAMB Mtff MADW BOB. PST OF
ORGANOC MA� BACUPIL � Be PILNUND YX -TT5 OF NO MW
W, COMPLETED — HAND —M
HOLLOW CORE PLANK
SCOPE or WORK,
PRZCA5T PR!STRMW0 CDNC`R!1T � MEN PLANK FOR THe MOBT
" OF TH! LOADDHI CONDITIONS 4 GHOMMI ITTHDI THE MUGN
CtTetA NOTE
THE &KNOT � �170W$ AND
RLAMMINT MWING3 WCH2D BY A W&MONGTOM VATE RESOITZMED
= !,MOXeEA FOR, � P1101 TO FABIZATUX
;=Cnm
MIT
OTHM pewuTb- AR! A� WnDUT THE PDOR APPROVAL w
THZ PILMiX NAMJFACrUMkA.L HOLL010 CM BE
WNST15D IN ADOMOMMM WTN THE
DEFERRED SUBMITTALS
me POLLWOM AVA& OF WORK WALL Be CONSOM . -DEFORRIN)
$05WETTALP " DEFINED w me UM w
Pt!CA5T
MPMRZV �" � "Aft me $TAMP AND WQNATW
A ctm e ucvw To PRAcruct m me UATE OF
wA*OHrQN m NAB offma oma ev""CE . THe TYA! or
WORK �
� ALL MP1!RMD "MMAL Doomm TO THe o"m or
RECUD FOR maw.
TH! DEFERED �A. IYEM5 5HAI NOT BE MITAIED �
THINA MS. AND UMM3TTM. DOOMENT6 HAVE W!fM � BY
THE WOMM 0, RECMD.
REINFORCING BAR
MATERIAL FaMARISM
nwracm SAM
use cervowtv BARB Coxroaxoto TO xsTv AN% anAve 14 rv�
As Bares) OR THE W�
PMw:RcAT= AND RActso
BERM
�NDT
� BY me !WdM!!R.
KAM
w2ratormeff � Be S19POWYED, AND TQeD To
�m BY LON25 a 51 OF CORM!Tt
— VACON1 OF BE
CONCRETE COVER,
wennOw concateTe cOveR rw NBuxr. � Be As FaLon uHLess
NOT!D OTHRIMM&
CONORCM C&5T kWH9T EARM-9
CaNut!n! MY FORM AM)
�D TO EARTH
117�
REINFORCEMENT ANCHOR MTS. 0 ANY eMMOMD M � THI
CoNaBeTe, NAT Nor Be saY txYo M coNcKeYr xrYrRt ff NAB BM
P,S,eD � mc PORNI
W 5FLXMb
BARs 10 MON UNLE19 WRYNN OTHERRW ON THM
ONA�
DESIGN CRITERIA
VWZAL LOAN ON V�AILT LO
"OPDRU Ule LOAD . IBM
�02 TWUCR WIM LOSS:
4 FRONT AX.! .,w b
El�:tj "AXLE3 48POO h
FRONT —11 tXAL T.HMA
45M h
"2. TRUCK W.M LOSS,
tl"f WftW f TRACM
A02 - 3�000 h
TRACTOR TRALER
PLANK MANUFACTURER VIAL. Be RE5PONSIBLE FOR MT931ROMM,
TH! BOB. � MPTN3 U5ED IN THE LID D!S%W BA5eo . me
14AX AND FM5H!D ORAM �ATIOHA Ab 6HOWN ON me
PERM AET B, cm ORft
sca. =4% FOR sjBsTwM Om -
THE SR1STMX= WM MWWD FOR A WON BOB. CO� OF 9
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.mem
POLMATMW MM
"UNBATOM OeSON! N BANED BN me � V4.03
IN THE T111kCON REP041' DAM �UA4
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LATZIAL. EARM PR!VWR1!% ON IMLT
AT BERT 0�
POP " BRAND
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FULL WITH SW AS
DIRECTED by PRECAST
PLANK W%ft.
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.... ............ )t
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TYP PLANK JOINT DETAIL
SCALE P-PV
14011*11 —\
eA WAY
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fs"
DIAS a
BNONN
cra DRUB PUT LOCATION
D� ELEVATIM
ADD *" WRY M NZI
tACH sm or aux:K(w
/-2'\ TYP GRADE SLAB SECTION /-4\ WALL REINF 0 PIPE PENETRATION
\.11�/ SCALE V-112%r-CF \.!I,/ SCALE 514%V-01
FTO MATCH HORZ
AT THE —R—
OF THE WALL
05 CORNER BARS
TO MATCH H
WALL REMP TTp
REINF AT THE CENTER
OF THE .
/-5'\ TYP WALL CORNER REINF.
\,!�] / SCALE 514�1-V
See PRO. RM KEYNOTES
FOR TTP WALL VERT &
HW REM
RAI
GRADE NAB VJW SEE
PLAN
W-ts COST.
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LL.
S.
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f—!O
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KNEEWALL FTG DETAIL
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SCALE 5141"
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cc
—
co
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cc
S1 OF3'
645-025
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...... .........
60
VAULT LID PLAN
SCALE 1/9' - 1-0-
FE
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Ll
VAULT FOUNDATION PLAN v "'a
- m=6m0mmm9
SCALE I/W & # IV
PLAN KEYNOTES
EA IWAI. "2' *1 ""' Al
1. T GRAPE ISLAS IN A =�.W
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LEGEND
MW INSIXI! � W VAAT rW W RRAIIE MAN
m IREIIR: m lw� V" rw w *ALM
ap � WALL
swo MmIR
MTW
Mhlt 3P IN1101! IV �K AM I & W3
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w m w mcK we
m� w ncRoloorm mm
CONSTRUCTION LOADS
m vAIXT LIS w BEER I)CIV1,01) � m �SISIISS,
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AOMIM AM IRSER M 1�1
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m m sAlte LAB — St
m`�RVIA.
DIMENSIONS & ELEVATIONS
ISSIMMESLEMR
�ATRIRS SMINII . I—E M
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S20F 3
6-1&025
WALL ELEVATION KEYNOTES
� ES45 � EACH ME
EESE , w� E� r an
SM �
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WER �55
. � . W H= 4 � W
w,msr�m�
w.w4 ."�BM
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Md. 0145 � . � � w ne
mi. #5 qlr� mm
WA. HOU.
043 RT THE
Mm or THE w" �
LALL,:,ELEVATION @OPENING
DETAIL DETAIL_ DETAIL
SMC vr-t-w @ �W� (D � "*v
WALL SECTION GENERAL KEYNOTES
WALL SECTION REINFORCING KEYNOTES
M � y � am "I TOP M M mcwe W� SEE
�� M MA � W� MT�
1. r w= cm" W� � 1�a a 0
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PLACE DIUMNSS.
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P%P OF 3
0-1&035
Project: City of Edmonds
DAVID EVANS
Edmonds Memory Care Facility SW Vault ANo ASSO C I ATES me.
DEA Project No.: COED 0000-0010
Submittal Transmittal
Client: City of Edmonds
DEA Submittal No. TO 15-01
Description: Edmonds Memory Care Facility Storm Water Vault
Received: 6119115
Resubmittal of # - Revision #1
Bid Item #: n/a
Reviewed Furnish As Corrected
Rejected Revise and Resubmit
Submit Specific Item
Submittal Comments:
No exceptions taken.
This review is only for general conformance with the design concept of the project and general
compliance with the information given in the Contract D6cuments. Corrections or comments made on the
shop drawings during this review do not relieve contractor from compliance with the requirements of t he
Contract Documents. Approval of a specific item shall not include approval of an assembly of which the
item is a component. Contractor is responsible for: dimensions to be confirmed and correlated at the
jobsite; information that pertains solely to the fabrication processes or to the means, methods,
techniques, sequences and procedures of construction; coordination.of the Work of all trades; and for
performing all work in a safe and satisfactory manner.
Office Engineer: Mark C. F!ymover
DATE: 6/23/15
Copies To:
— Contractor Proj. File Owner ROM
z
0 5 10 20
6 m 14
SCALE 1 20'
CB1
RIM=400.89
INV=398.44 (12-CONC-E)
INV=386.99 (24-CONC-S&W)
CB2
RIM=401.03
INV=399.43 (8-CONC-N)
CB3
RIM=402.85
INV=398.80 (12- CONC-E&W)
CB4
RIM=403.18
INV=401.08 (8"PVC-S)
INV-400.43 (12NCONC-W)
CB5
RIM=405.60
INV=402.75 (12"CMP-N)
INV=402.15 (11 2-CMP-E)
CB6
RIM=404.94
INV=400.84 (12-CMP-W)
INV=398.19 (12-CONC-S&E)
CB7
RIM=404.66
INV=397.96 (12"CONC-N&S)
CB8
RIM=402.62
INV=397.47 (B"PVC-W)
INV=397.47 (12"CONC-N&S)
CB9
RIM=402.61
INV=399.01 (8-PVC-E)
CB1 0
RIM=399.60
INV=395.40 (1 2*CONC-S)
c9i I
RIM=399.45
INV=389.75 (1 2"CONC-WSW)
INV-386.55 (12"ADS-E)
INV=386.45 (12"CONC-N&S)
CB1 2
RIM-404.77
INV=401.42 (lWCMP-N)
CB13
RIM=404.33
INV=401.03 (18-CMP-S)
INV=401.03 (24"CMP-W)
CB1 4
RIM=405.40
O.F.=403.65
INV=401.20 (8"PVC-S)
INV=401.10 (8-PVC-N)
INV=400.80 (24-CMP-E)
CB15
RIM=403.04
INV=400.14 (12"CONC-S)
INV=399.44 (8-PVC-N)
INV=399.34 (12-CONC-W)
CB16
RIM=393.15
INV=382.45 (36-CONC-S&NE)
ssi
RIM=400.94
INV=386.24 (8-PVC-N)
INV=386.14 (8-PVC-S)
SS2
RIM=404.91
INV=388.91 (8-PVC-N,E&W)
INV=388.81 (8-PVC-S)
SS3
RIM=401.28
INV=389.83 8mPVC-W&NW)
INV=389.73 (8-PVC-E)
SS4
RIM=399.04
INV=390.24 (B-PVC-W)
INV=390.14 (8-PVC-W)
i
S. W. 114 OF S. W. 114 OF SECTION 20, T. 27 N., R. 4 E.y W.M.
I
CITY OF EDMONDS, STATE OF WASHINGTON
. .. . . . . . . . . . . . . . . .
. ....... .......
. . . . . . . . . . . . . . . . .
CABLEL R ST�P . . . . . . . . . . . . . . .
8" CONC C3 . . . . . . . . . . . . . . .
rlE=3 17 TEL R C3 STREE� I t. GV . . . . .. V.
12" CONC m . .
._1-2!* 'CONC----- PTf-p--1 lF, --If- . . . . . . . . . . . . . . . .
IE=-398.83 01 . . . . . . . . . . . . . . SmP
CB3. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SD
. . . . . . . . . . . . . . . . . . . . . SD SD c 5r . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CB5 . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = w . . . . . . . . w . . . . . . W . . . . . . W . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . I . . . . . . . . . . . . . . . . . . I . . . . . . M . . . . . . . . . . . . I . . . . . . . . . . . . . . I . . . . . . . . . . . . . . . . . . . . . . . .
�w w . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
....... ..... .....
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
-FOUND REBAR
. . . . . . . . . . . . . . . AND CAP, 10TH STREET--S.W .......................................... .... ...............
................ I ........ ........... .............. 2 ......
'3044 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
LS#
0.1'2'N . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . In . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . S�� ss . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . ........... * . . . . . . . . . . . . . . . . ... . . . 5� ss -ss. ss AS. . . . . . SS2 . . . . . . . . . . . . . . . . . .
ss-ss- Ss. ss* . . . ss S-S ss ' . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SS4 SS3 C82
4. A: . . . . . . . . .
4 . . . . . . .
N89016'58"E 208.54' STOP .. . . . . . . . . . . . . . . . . .. .
;;;2t . . . . . . . . . . . . . . . . .
104.27' . . . . . . . . . . . . . . . . . .
28 . . . . . . . . . . . . . . . C131.3 . . . . . . . .... . . . . . . . . . . . . . .
@ .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . .
-- ------- .......... .........
1.0 -.22 ....... ........ TIP
................. ......... ....... ........
28"
PARCEL WO. 005669-005-001-02- . . . . . . . . .
L 6' CYCLONE FEN
;�tx: ASIPIHIAL� . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . -EX. -CONC, . . . . . . .
LEGEND PARCEL NO. 005669-005-001-07 . . . . . . . . . . SIDEWALK, . . . . . . .
. . . . . . . . . . . . . . . . . . . A .
7220 210TH S77?EET SW TYP. . . . . . . . . . . . . . .
WATER VALVE
LOT 1
FIRE HYDRANT BLOCK 5 ......... ... ... .... . A
......... ....
SEATTLE HEIGHTS DIVISION FOUR I , . . . . I I . . I . . . . . . . 3 '300
EB WATER METER EDGE VOL. 9, P,G. I I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
0.6 ...........
130 ASPH
WATER BLO%0FF
BIJ
CABLEL R CABLE TV RISER
13 24" . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . .
TEL R 0 TELEPHONE RISER EX. BUILDING . . . . . . . . . . . . .
V CYCLONE FENCE FF=406.57 . . . . . . . f,
F-P-1 POWER VAUL-1 . . . . . . . . w
. . . . . . . . . . . . . .
2 8 " I
PTFpPOWER TRAMSFORMER . . . . . .
91' ' * ' ' ' ' *
......... ............... ....... 0 ...... ...
C9 JUNc*noN Box . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . Z.
. . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
ill .........
@ GATE
0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SIGN - AS LABELED F-0.
. . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . .
UTILITY POLE WITH LIGHT . . . . . . . . . .
24" 18" . . . . . . . . . . . . . . . . . . . . . . . . . . . .
C3 MAILBOX 1 Lg" . . . . . . . . . . . . . . . . . . . . . . . .
GY - \1 k-_ . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . BLOCK
GAS VALVE . . . . . . . . . . . . . . . . . . . . WALL
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
-sD-STORM LINE 18" . . . . N) . . . . . . . . . . . .
24" . . . . . . . . . . . . . . . .
- ss - SEWER LINE N . . . . . . . ... . . . . . . . . . . . . .
C4 16"
_w QBp-. - -
-WATER LINE
20" BI
. . . . . . . . . . .. . . . . . .
EC
. . . . . . . . . . .
TREE LEGEND ....................
S7ORM DRAINAGE
EASEMENT L . . . . . . . ..
FIR TREE . . . . . . . . . . . . . . . . ..
REC. NO. 2111223 .. . . . . . . . . .
1 12" ZE . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . .
CEDAR TREE 6' CYCLONE FENCE 12" 1' - __
. . . . . . . . . . . . . . . . . . . .
0.1 14" 1 o"
MAPLE TREE EDGE OF 18" EX. BUILDING . . . . . . . . . . . . . . . . .
CONCIR FF=407.34 . . . . . I . . . . . . . . . . . ..... . . . . . . . . . . . . . . . . ..
. . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . EX 'A PH LT
8" . S' 'A* -'-j . . . . . . .
..............
MADRONA TREE
112" 26" . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . .
20" f4 26" . . . . . . . . . . .. . . . . . . . . . . . . . . . %
4.*-* . . . . . . . ..... % . . . . . . . . . . . . . . . .
26" . . . . . .
7:16"
I - I . . . I . . . . .... . . . . . . . . . .
^Vlk 'A
LO
8 BLOCK�/5
SEATTLE HEIGHTS DIVISION FOUR + . . . . . .
2
J ST()p
EE�
. . . . . . . . . . . . .
. ............
ss
41' eLT'op
4E FENCE"'--e�
VOL. 9,: PC. 11' . . . . . . . . . . . . . . . . ...
ol
18.1 8" . . . . . . .
VA
8"
. . . . . . . . . .
208TH ST SW
210TH ST SW
oe
A�
212TH ST SW
VICINITY MAP
N.T.S.
LEGAL DESCRIPTION
PARCEL NO. 005669-005-001-02
EAST 1/3 OF L07S 1 AND Z BLOCK 5. SEATTLE HEIGHTS
DIVISION FOUR, ACCORDING TO THE PLAT THEREOF
RECORDED IN VOLUME 9 OF PLATS, PAGE 11, RECORDS OF
SNOHOMISH COUNTY, WASHINGTON.
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF
WASHINGTON.
PARCEL NO. 005669-005-001-01
LOTS 1 AND Z BLOCK 5. SEATTLE HIEIGHTS DIVISION FOUR,
ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9
OF PLATS, PAGE 11. RECORDS OF SNOHOMISH COUNTY,
WASHINGTON.
EXCEPT THE EAST 1/3 AND THE WEST 1/3 THEREOF.
SITUATE IN THE COUNTY OF SNOHOMISH. STATE OF
WASHINGTON.
PARCEL -AREA
PARCEL NO. 005669-005-001-02
PARCEL NO. 005669-005-001-01
25.246 SO. FT. 0.58 ACRES
1 *1 � llsil'kli F, I J "'�
REFERENCE POINT NO. 1469
FOUND exe CONCRETE POST NTH INV. NAIL IN WATER
VALVE CASE, DOWN 0.44 METERS, AT THE CEN71ERLINE OF
THE INTERSECTION OF 687H AVENUE W. AND 2127H STREET
&W.
ELEVATION-380.0426959
T, Hl_yt_xrl_lLrlf_ljA lil III f-A Ii 1-91-11L,
INSTRUMENT USED: 5 SECOND TOTAL STATION.
FIELD SURVEY WAS BY CLOSED TRAVERSE LOOPS. MINIMUM
CLOSURE OF LOOPS WAS 1:2ZOOO. IN ACCORDANCE MTH
WAC 332-130-090.
SPECIAL EXCEPTIONS
PARCEL NO. 005669-005-001-02
CHICAGO TITLE COMPANY OF WASHINGTON
COMMITMENT NO. 500005353 - AMENDMENT I
I. FIGHT, 717LE AND INTEREST OF THE OWNER OF LAND
ADJOINING ON THE SOUTH AS TO THAT PORTION OF SAID
LAND LYING BETWEEN THE FENCE AND THE PROPERTY
LIK AS DISCLOSED BY SURVEY AS SET FORTH ON
AUGUST 14, 1984 UNDER RECORDING NUMBER
8408145002.
PARCEL NO. 005669-005-001-01
CHICAGO TITLE COMPANY OF WASHINGTON
COMMITMENT NO. 500005348 - AMENDMENT I
1. EASEMENT GRANTED TO SNOHOMISH COUNTY FOR 30"
STORM DRAINAGE LINE AFFECTING THE WEST 5.0 FEET OF
THE EAST 104.4 FEET OF THE WEST 208.87 FEET OF
LOTS I AND 2, RECORDED SEPTEMBER 3, 1969 UNDER
RECORDING NUMBER 2111223.
............... SURVEYOWS REPORT
..............
14"
. . . . . . . . I HEREBY CERTIFY TO RJ DEVELOPMENT AND CHICAGO 71ITLE COMPANY OF
ol WASHINGTON, AND THEIR SUCCESSORS AND ASSIGNS, THAT-.
EX. BUILDING A.
20" 1 MADE AN ON THE GROUND SURVEY PER RECORD DESCFUP71ON OF THE LAND
6"
14" 6' CYCLONE lo" 12" SHOWN HEREON LOCATED IN CITY OF EDMONDS ON JANUARY 13, 2014; AND
THAT IT AND THIS MAP WAS MADE IN ACCORDANCE VATH THE REWIREMENTS
FENCE A
. . . . . . . . TIITLE SURVEY. AS DEFINED IN THE 2011 MINIMUM
16" ... . . . . . . . . . . . . FOR AN ALTA/ACSM LAND
8 14" 22" 1 . .. . . . . . . STANDARD DETAIL REQUIREMENTS FOR ALTA/ACSM LAND TITLE SURVEM AND
12 . . . . . . . . INCLUDES ITEMS 1, 2, 3. 4� 5, 6. S. 10. 11a. 13 AND 14 OF TABLE A THEREOF
1 3 CYCLONE FENCE 0.8 i I
J4" 1 W[\,K- �E lo" . . . . . . . . . . . . . . . .
I *v 1 4.44' 1\" 'N
1 4' C*. ... . . . . . . . . . . . . . . .
Q= -to . . I . , .. I TO THE BEST OF MY KNOWLEDGE, BELIEF AND INFORMATION, EXCEPT AS SHOWN
28.88' .......... ...... . . . . . . .
9018,11 "w . . . . . . . . ... HEREON: THERE ARE NO ENCROACHMENTS E37HER WAY ACROSS PROPERTY
UNES; TITLE LINES AND LINES OF ACTUAL POSSESSION ARE THE SAMIE, AND
FENCE . . . . . . . . . . . . . . . . 4 THE PREMISES IS SUBJECT TO A 100/500 YEAR RETURN FREQUENCY FLOW
--\:tlOOD-\ BLOCK
X'S' WOOD . . . . . . .
WALL .,a . . HAZARD, ZONE X (UNSHADED). AND SUCH FLOOD CONDITION IS SHOWN ON THE
. . . . . . . . : A FEDERAL INSURANCE RRATE MAP COMMUNITY PANEL 1315 OF 1575, MAP
NUMBER=�,=311� Ej. 1W
....................
....... .....
..........
WILLIIAM SHUPE HOLMBEkb t V DATE
PILS NO. 11332
!� ........ RECEIVED
A . . . . . . . . . . . . . . .
........... JAN 0 9 2015
6"4TREET FILE:
DEVELOPMENT SERVICES
COUNTER
garva�
SHEET i OF'
- - --------- ------ -
C81
RIM=400.89
INV=398.44 (12-CONC-E)
INV=386.99 (24"CONC-S&W)
CB2
RIM=401.03
INV=399.43 (8"CONC-N)
CB3
RIM=402.85
INV=398.80 (12" CONC-E&W)
CB4
RIM=403.18
INV=401.08 (8-PVC-S)
INV=400.43 (12"CONC-W)
CB5
RIM=405.60
INV=402.75 (12"CMP-N)
INV=402.15 (12"CMP-E)
CB6
RIM=404.94
INV=400.84 (12"CMP-W)
INV=398.19 (12"CONC-S&E)
CB7
RIM=404.66
INV=,397.96 (12"CONC-N&S)
C88
RIM=402.62
INV=397.47 (8"PVC-W)
INV=397.47 (12"CONC-N&S)
CB9
RIM=402.61
INV=399.01 (8"PVC-E)
CB10
RIM=399.60
INV=395.40 (12"CONC-S)
CB11
RIM=399.45
INV=389.75 (12"CONC-WSW)
INV=386.55 (12"ADS-E)
INV=386.45 (12"CONC-N&S)
CB1 2
RIM=404.77
INV=401.42 (18"CMP-N)
CB13
RIM=404.33
INV=401.03 (18"CMP-S)
INV=401.03 (24"CMP-W)
CB1 4
RIM=405.40
O.F.=403.65
INV=401.20 (8"PVC-S)
INV=401.10 (8"PVC-N)
INV=400.80 (24"CMP-E)
C81 5
RIM=403.04
INV=400.14 (12"CONC-S)
INV=399.44 (8"PVC-N)
INV=399.34 (12"CONC-W)
CB1 6
RIM=393.15
INV=382.45 (36"CONC-S&NE)
ssi
RIM=400.94
INV=386.24 (8"PVC-N)
INV=386.14 (8"PVC-S)
SS2
RIM=404.91
INV=388.91 (8"PVC-N,E&W)
INV=388.81 (8"PVC-S)
SS3
RIM=401.28
INV=389.83 8"PVC-W&NW)
INV=389.73 (8"PVC-E)
SS4
RIM=399.04
INV=390.24 (8"PVC-W)
INV=390.14 (8-PVC-W)
S.W. 114 OF S. W. 114 OF SECTION 20, T. 2 7 N, R. 4 E. y W. M.
CITY OF EDMONDS, STATE OF WASHINGTON
7 lo'q
................
CABLEL R STqp . . . . . . . . . . . . . . .
C3 .... . . . . . . . . . . . . . . .
8" CONC TEL RE3Fp ... . . . . . . . .. . . . . . .....
rlE=399.17 . . . . .......... S, I Kt . . . . . . . . . . . . . L
12" CONC 12- " CON 0- - -m- 4� . . . . . . . . . . . . .
IE�-:39U.W IE=399.01 PT STOP
-A .7 4*
o- .... .' - I . .' . .' k__ -,- '; . . . . . . . SD su
CB3. . . . . . . . . . . I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 . . . . . .
C . . . . . . . . . . . . . . . . . . . . . . . . . . C65 . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . SO/- SD 5 . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .........
. . . . . . . . . . . I . . . . . . . . W_ W-T- . . . . . . w . . . . . . W/I . . . . . w . .. . . . . . I w . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . -W------ . . . . . . . . . . . . . . . . . . . . w__ w . . . . . . . . . . . . .0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
_w tn *
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . kc 34 . . . . . .
- * I I I I I * . .. .. . . . . I .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. .. . . . .. . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - - - - - -
. . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . 77-7-7-777 . . . . . . . . . -FOUND REBAR . . . .
... . . . . . . . . . . . . . . . . . . . .
-ANa CAP . . . 2 1 OTH -STREET,$. ................. ............. ... ............
400* . . . . . . . . - - - p - W!p.*p*.'''. p 0
. . . . . . . . . . . . . . .. . . . . . . . . LS# '30442 19. -
. . . . . ... 0 . . . . . . . 0.1'2'N . . . . . . . . 9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S's
'. Sl� -:� 5s� ss . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . -s's.
z=- ss
. . . . . . ss . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
@ ss-ss-ss ss.'.'''.' ss' LL -
C'
SS4 3 .4 . . . . . . . . . . . . . . . A
CB2
N89 016'58 "E 208-54' . . . . .
s. . . . . . . . . . . . . . . . .
104.27' CBt3.
. . . . . . . . . . . . I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
28 CE 1 . . . . . . . . . .. . . . . .. . .. . . . . . . . . . . . .. . . . . . . . . . . . . . . .
1.0 22 TOP
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
28" PARCEL -NO: 005669005�001-02 . . . 9 . . . . . . . . . . . . . . . . . . . .
L 6' CYCLONE FENCE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . A." . . . . . . . . . . .
. . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . tK
LEGEND PARCEL NO. 005669-005-001-0)" . . . . . .
. . . . . . . . . . . . . . \ . . . . . . .
WATER VALVE el . . . . . . . . / . . . . . . . .
LOT1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
FIRE HYDRANT BLOCK 5 1 1.. - - - - - - - - - -
SEATTLE HEIGHTS DIX ION FOYR L 30' 30'
VOL. 9, 11
WATER METER
EDGE OF 10.6
BO ASPHALT -'-I . . . . . . . . . . . .
WATER BLOWOFF gus .
CABLEL R CABLE TV RISER 24" / . . . . . . . . . . . . . . .
Lu*
*4 -
z . . . . . . . . . . .
TEL R a TELEPHONE RISER EX. BUILDING . . . . . . . . . . . .
FF=406.57 . . . . . . . . . . . . . .
4! CYCLONE FENCE A Lu
. . . . . . . . . . . . .
POWER VAULT > . . .
28" . . . . . . . .
. . . . . . . . . . . . . . . . . . .
PTFP ] POWER TRANSFORMER . . . . . . . . .
JUNCTION BOX
. . . . . ... . ... . . . . . . . . . P . . . . . . . . . .
@ GATE . . . . . . . . . .
F o.o
SIGN - AS LABELED . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . ... . . . . . .
...... . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
UTILITY POLE NTH LIGHT a
. . . . . . . . . . . . . . . . . . . . . 1.'i . . . . . . ....... . . . . . . . . .
C=l MAILBOX 18" 24 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . .. . . .... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 BLOCK
0,111 0� R,
WALL
TREE LEGEND
............... ... .......
24" 18" . . . . . . . . . . . 2 a
FlR TREE . . . . . .. . . . . . . . . . . ..
. . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
16" CB9 CB
. . . . . . . . . . . D
CEDAR TREE 20" Bi
. . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . ... . . . .. A
rf . I (n
/)E . . . . . . I . . . . . . . . . . . . . . . . . . . . . V) * I * . . . .
MAPLE TREE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.J3 . ... . .......... . ..... . .......... . . . . . . . . . . . .
0
. . . . . . . . . . . . . . . . . . . . . . . . .
STORM DRAINAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
MADRONA TREE
EASEME�ff . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
REC. NO. Z11223 -7 . . . . . . . . . . . .
12" . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
........ . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . .
61 CYCLONE FENC . . . . . . . . . . . . . . . .....
. . . . . . . . . . . . . . . ..
14 10 A
EDGE OF 0.1 A-18" EX. BUILDING -4 . . . . . . . . . . . . . . .
CONCRETE 07.34 4b6 --- . . . . . . . . . . . . . . .
FF=41
2" 4 . . . . . . . . . . . . . . . . .
26" <1
-7A. . . . . . . . . . . . A
4 . . . . . . . . . . . . . . . . . . .
20" 2 6
24
26"
0 LOT 2 16 'A
8 BLOCK 5 . .. . . . . . . . . . . . 4�
VOL. 9, PG. 11
8"
SEATTLE HEIGHTS D14SION FOUR . . . . . . . . . C)
. . . . . . . . . . . . . . .
8 . . . 0 . . . . . .
. . . .... . . vr
. . . . . . . . . . . . .
/Z
. . . . . . . . . . . . . . . .
4
. ... . . . . . . . . . . . . . . A
. . . . . . . . . . . . . ..
EX. BUILDING ol A
408 'to
CYCLONE >g . . . . . . . . . . . . . . ...
f- 14"
4 NCE
3 i " "' 11
P� A . . . . . . . . . . . . . .
14 .. . . . . . . . . . . . . . . .
�1.3 6' CYCLONE FENCE o.a _1 16" . . . . . . . . . . . . . . . .
10 . . . . . . . . .
4
1 44' . . . . . . . . . . . . . . . .
& n
_CBT6 S89 018'11 A ...... . . . . . . . . .
'I" . . . . . . . . . . . . . . . .
4 (o L4 W� \�8- WOOD 1' 4.
(o 8 1-1 "_ '\.WOOD FENCE j . . . . . . . . . . . . .. ..
00 SO 701, 0 1/ BLOCK .. . . . . . . . . . . . . .
WALL 406 WALL .. . . . . . . . .
. . . . . . . . . . . . . . ..
4 ... . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . .
STqP
, JSTRETI
w
c
C
777,77J//
.. . . . . . . . . . . . . . . . .
Ss.1 . . . . . .
A
....... ........
4 . . . . . . . ..
. . . . . . . . . . . .
'A . . . . . . . . . . . . . . . .
208TH STSW
21 OTH ST_ SW
A,
0
z
A
04
0
212TH ST SW
c)71
VICINITY MAP
N.T.S.
LEGAL DESCRIPTION
PARCEL NO. 005669-005-001-02
EAST 1/3 OF LOTS 1 AND 2. BLOCK 5. SEATTLE HEIGHTS
DIVISION FOUR, ACCORDING TO THE PLAT THEREOF
RECORDED IN VOLUME 9 OF PLATS, PAGE 11, RECORDS OF
SNOHOMISH COUNTY. WASHINGTON.
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF
WASHINGTON.
PARCEL NO. 005669-005-001-01
LOTS I AND 2, BLOCK 5. SEATTLE HEIGHTS DIVISION FOUR,
ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9
OF PLATS, PAGE 11, RECORDS OF SNOHOMISH COUNTY,
WASHINGTON.
EXCEPT THE EAST 1/3 AND THE WEST 113 THEREOF.
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF
WASHINGTON.
PARCEL AREA
PARCEL NO. 005669-005-001-02
25.250 SO. FT 0.58 ACRES
PARCEL NO. 005669-005-001-01
25.246 SO. FT. 0.56 ACRES
DATUM
NAVD 88
BENCHMARK
REFERENCE POINT NO. 1469
FOUND 4"x4* CONCRETE POST NTH INV. NAIL IN WATER
VALVE CASE, DOWN 0.44 METERS, AT THE CENTERLINE OF
THE INTERSECTION OF 68TH AVENUE W. AND 212TH STREET
S.W.
ELEVATION=380.0426959
INSTRUMENTATION
INSTRUMENT USED: 5 SECOND TOTAL STATION.
FIELD SURVEY WAS BY CLOSED TRAVERSE LOOPS, MINIMUM
CLOSURE OF LOOPS WAS 1:22,000, IN ACCORDANCE WITH
WAC 332-130-090.
14, 0- 0 1 = W
JAN 0 8 2015
DEVELOPMENT SERVICES
COUNTER
SHEET OF
------
-----------
41
----------
---------
--
rjl
coNCRETEVIEW
A
120'
MAX FORMLINER
DEPTH I
TS"MOLDeSONDED
PLYWOOD
-,to -
SECTION A -A
FORIVILINER DETAtL
2.125"
DATUM POINT
C.B.1 = 100A
Rj,M HGT. 40C
�ff� SA, 1171
N89*16'58"E
Cyl _j
PLA T
SEWER NEW FIRE HYDRANT
LINE MANHOLE
no
101�1 Wlm
lb- 0 L
so
6
0
349wh
F-0. 0
METAL AWNING ROOP-1
ABOVE I / I
I
A,) I
:1 A
in
Cel 5 CB5
0
134.25' N
rj DR Lph—f S.
MOM _0
EXIST UTILITY POI F
SS2
STOP SIGN
'p w w CB7
t4a
A-
LO B +1
LANDSCAF . . .. . .
ST
NEW BUS TOP
* 1-4
A IGHT\ RECTA GLE
67'— 2 —811
30' 30'
10 46 1
J_ I,. RELOCATE B S STOP
13 BUS
4'-0" MIN. FROM PROPERTY
LINE TO C OPY EDGE
12
f NEW CONC E
CURB AND UTTER
C3
C:D
KNOX BOX
J] L&M
NEW CONC. Q�
SIDEWALK
N
CB8
Z_ CB9 uj
00
DECORATIVE RU I
ANING WALL DrTAIL .526' 4" .4 7_1 4
SO"t NM 13
NEW 5' CONfoo
NOTE: SEE STRUCTURAL DRAWINGS FOR ADDITIONAL RETAINING WALL DETAILING 5' STORM DRAINA (0 SIDEWALX
EASEMENT
AIL 8/Al.1
4' WROUGHT IRON FENCE TO BE ATTACHED TO TOP OF WALL SEE DET REC. NO. 2111223 a3v-81' 19t-4" 59 _23' 8
C14 4.3'-81"
2
'0' lox <�D 41) —32 118'-8" A
7'
0 x AA
z
rbo 406
2 4
7
U) Cq
z D +1 5.11
V) N
DECORATIVE z
RETAINING WALL DOOR KEYPAD 16' 70
0 MOWJMENT IGN
SEE DETAIL 0� C + 101-26 -4 4 1
THIS SHT 4� LANDSCAPE
C8
ENCLOSURE (1) 4"0 BOLLA�D-S-"
LO PEI�- QTY STANDARD Ci its
0 SEE DElWL 1/Al. FILL SOLID W/ CONC. 5p go Ll 45' 37' —12
HEIGnl,;-
�ALCULATIONS
A= + 99.71'
B= +103.1'
C= +101.26
D= +105.11'
AVERAGE= ++GH 101.1ci
ACTUAL RIDGE ELEV. = 149.7
XIMUM HT.
MAX HEIGHT
W7.0i
Inwl"
PROPOSED HEIGHT
149.7'
FINISH FLOOR 1
AVERAGE GRADE 402-Y-
NOTE — DATUM REFERENCE
BENCHMARK —
REFERENCE POINT NO. 1469 ON CIVIL PLANS
FOUND 4"x4" CONCRETE POST WITH INV. NAIL IN
WATER VALVE CASE, DOWN 0.44 METERS, AT THE
CENTERLINE OF THE INTERSECTION OF 68th AVE. W
AND 212th STREET SW — ELEVATION 380.426959
_j to
S/
in
LWO
LLJ
'�5.00
CB16
go
0
4
LAND9CAPE
z -7
J 'A
I. LO
.36
ORAG 45
L��DSCAPLP 8
LANDSCAPE V.
-.1 0 0A
b%l t I
'18'11"W
1-0
0�
ENERATOR W/p-
RANSFORMER LOCK SCREEN-�'
LL VERIFY AkL
C ARANCES
SEF. DETAIL
14�Al.l
NOTE — GENERATOR
[HE GENERATOR IS A GENERACK NATURAL GAS GEN
LFOR MORE INFORMATION SEE ELEC. PLAN SHT. E6.
208.88'
_Cb
RETAINING WALL
- SEE STRUCTURAL
SS1
4
z)i i L rLmi\j,
SME: 1 *--20'
0 10 20 40
100
PARKING SPACES REQ'D �Z-4
PARKING SPACES PROPOSED q,5�
BARRIER FREE PARKING SPACES
Zona,._ C& 1. Comerzplag—
le back.5 AmubmA Actual
Front 01t4___YL_ q 17,,s-
Sides 91
Rtttr AIIA
Other
'jw2 a, 2!1� ____q7myl
PROPOSED ALZHEIMER FACILITY
OCCUPANT USE S-2/R-2
BUILDING TYPE 2A & VA
BUILDING HEIGHT: 3 STORIES =46'-6"(MAX. HGT 75'-0'
BUILDING SETBACKS:CORNER LOT & STREETS-4', SIDE—O'
FIRE SPRINKLER SYSTEM PER IFC.903.3.1.1 TO BE TYPE 1
FIRE ALARM SYSTEM TO BE A FULL COVERAGE ADDRESSIBLE SYSTEM
PROPOSED BUILDING SQUARE FOOTAGE = 70,897 S.F.
FIRST FLOOR = 25,678 (16,153 PARKING & 9,525 BLDG.)
SECOND FLOOR = 23,757
THIRD FLOOR = 23,986
FLOOR AREA RATIO
SID FT OF BLDG. FOOTPRINT = 25,678
SQ FT OF LOT 50,496
;07 OT COV
?,5,678/50,496 50% LOT COVERAGE
DW� LING UNITS
36 PRIVATE UNITS @ 301 S.F. EACH
4 1—BED SEMI —PRIVATE UNITS @ 258 S.F. EACH
20 2—BED SEMI —PRIVATE UNITS @ 408 S.F. EACH
60 TOTAL UNITS
80 TOTAL BEDS
PARKING REQUIRED
1 SPACE/3 BEDS = 27
PARKING PROVIDED
GARAGE PARKING 35
OUTSIDE PARKING 10
TOTAL PARKING PROVIDED = 45
43 REGULAR STALLS & 2 HANDICAPPED STALLS
(11 VAN ACCESSIBLE)
OPEN SPACE CALCULATION \___l
SQ FT OF LOT = 50,496
BUILDING FOOTPRINT 25,678 SF — 50% OF PARCEL
MAIN DRIVEWAY & PARKING: 13,035 SIT
SIDEWALKS : 1,273 SF
REMAINDER OF LOT OPEN SPACE/LANDSCAPED:
10,510 SF
RESIDENTIAL OPEN SPACE: 37%
2nd FLOOR INTERIOR COURTYARD AREA 1,351 S.F.
3rd FLOOR INTERIOR COURTYARD AREA 1,122 S.F.
TOTAL COURTYARD AREA 2,473 S.F.
NOTE
A SEPERATE PERMIT IS REQUIRED
FOR FIRE ALARM AND HOOD
SUPPRESSION SYSTEM
208TH ST SW
21 OTH ST SW
� 212TH ST SW
I
VICINITY MAP
N. T. S.
LEGAL DESCRIPTION,
PARCEL NO. 00566900500101
LOT 1 AND LOT 2, BLOCK 5 SEATTLE HEIGHTS DIVISION FOUR, ACCORDING
TO THE PLAT THEREOR RECOREDED IN VOLUMN 9 OF PLATS, PATE 11,
RECOREDS OF SNOHOMISH COUNTY, WASHINGTON
EXCEPT THE WEST 1/3 THEREOF
SITUATED IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON
CONTAINING 50,495 SQ—FT MORE OR LESS
0
Ld
0
r-
_\1
IINEERlf\�,G DIVISION
DA NOT4
. —Date:
ovii� IV vommG
RESUB
NOV 16 2015
BUILDING DEPARTMENT
(,-I-fy or- EDVIONDS
7;:
3:
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Sheet No.
Al -�O
WIF
1 " RADIUS BOTH SIDES P EMENT DIMENSIONS
REFER TO THIS POINT
INTEGRAL CONIC. CURB MIN. 6" TOPSOIL
AT PLANTER PAVEMENT ELEVATIONS
CONTROL JOINT REFER TO THIS POINT CLASSI
1 RADIUS BRICK
A PARKING LOT SURFACE EXTRUDED CURB W( PAVEMENT DIMENSIONS
V101 AS SPECIFIED 1" RADIUS BOTH SDES- REFER TO THIS POINT
to C
4" CONIC. CURB EDGEI rSPHALT PAVING SEE
CIVIL PLANS
MIN. 6" TOPSOIL
1> 0 co-,.
) 0
T PLANTER PAVEMENT ELEVATIONS
REFER TO THIS POINT
4 _!?k V
0 �_ 11-1
OQ .0 02 0.000 4 < C) PA
0111 , —I I
0 RKING LOT SURFACE
2) #4 BARS CONTINUOUS VAS, SPECIFIED
OP & BOTTOM
jr, I I I= 0 00-U00-0 00-0
NOTE: ALL CURBING TO BE \\/�\
4" CRUSHED AGG.
BASE COURS 2000 PSI 28 DAY PCC. LANDSCAPING -
PROVIDE EXPANSION
12 COMPACTED
JOINTS @ 20' O.C.
SUBGRADE (95%)
N�x
U B/ PLANTER D ETAI L
CONC. C
CONC. CURBzWALK D ETAI L
SCALE: 3/4" l'-O SCALE: 3/4" = l'-O"
N '�U
EDGE
4
AGG.
E
NOTE:
VERIFY CURB DETAILS
W/ CIVIL AND CITY
STANDARD DETAILS
CONTROL JOINT 1 " RADIUS
-ur- BARS CONT. TOP
4" CONC. CURB EDGE
6" MIN 6" TOPSOIL rBOTTOM
/AT OLANTER V-610
12 $1 x4"xl 6" SLOPED
CMU CAP
SOLID GROUT ALL
CELLS CLASSIC USED BRICK
8"0 BAR 8%2"
#5 BARS @ 32- O.C.
LDED TO STEEL
k
-PAINT INSIDE SIDES TUBE @ 16" O.C.
TO MATCH BUILDING
FIELD COLOR
8" x 8" x 16" CMU 8N8% 16"
WALL W/ DUR-O-WALL
I 1/2"xl 1/2"x3/16" METAL CMU WALL
EVERY SECOND COURSE. �N61 DIAGONAL BRACE
6" THK. P.C.C. SLAB 1/2"000" 5"6"xl/4" STEEL
W/ 6" x C-10/10 CANE BOLT TUBE W/ 5%5%1/4"
WWM ON 6" AGG. BASE ONE GATE CAP PLATE EMBEDDED
7 12" INTO FOOTING
If
4
6' LONG PRECAST CONC. 8 PARKING LOT SURFACE
If AS SPECIFIED
WHEELSTOP W/ #5xl2 rA�FOOTING DETAIL
LONG DOWEL @ EACH END � �JSCALE: 3/4"
18 GA. PAINTED METAL
A
COMPACTED
GATE (BOX RIB)
SUBGRADE (95%)
10Q go, "Q v6D -0, 0;&-v 9, colu" 00
40 0
BASE AS 0 OQ 0 CONIC. WALK EDGE
SPECIFIED
SCALE: 3/4" V-0"
USE EPDXY BONDING AGENT
BETWEEN STOP & SURFACE
CONCRETE WHEEL STOP
it
SCALE: 3/4 -0
1 3/4 SQ
rfA01701 IKIKI
L
NOTE:
CD
INSTALL PER MANUFACTURES INSTRUCTIONS.
c1q
241f LO 3011 30 11 24 py
C14 .4
HARD
CD SURFACEI J"x 1j" DIE FORMED
STAINLESS STEEL U
STYLE BICYCLE RACK
co
ro
HARD 25 1/2
SURFACE---,
A
. A.
I=' 4L4
C�4
:4
: 4
4 SECTION A'
ri -3-�BIKE RACK
�SC A �LE - �NT. S7
HLAN
J"x 1j" DIE FORMED
STAINLESS STEEL U
STYLE BICYCLE RACK
8 1-019
4"
FENCE DETAILS
SCALE: 1/2" = l'-O"
0
RESERVED
PARKING
FLAT POST CAP
FOOTING 2x2'x3'-4"
DEEP @ STEEL POSTS
EXTEND POSTS 3' DEEP
INTO CONC. FOOTING
.ASSIC USED BRICK
MOUNT TO WALL
12%18" SIGN WITH
INTERNATIONAL SYMBOL
OF ACCESS 3'-0" TO
5-10" ABOVE GRADE.
ALUMINUM PLATE
HANDICAP PARKING SIGN
SCALE: 3/4" l'—O"
BRICK VENEER
NOTE:
VERIFY MECH. UNIT
SIZE AND CLEARANCES
WITH MANUFACTURE.
ADJUST WALL AS NEEDED
FOR CLEARANCES.
SOILDER COURSE
BRICK CAP
SOLID GROUT
ALL CELLS ---GENERATOR
311 M__15.9 I'S.11P.01001 MIM
MIN. 18'-0" WIDE PAIR
OF DOOR TO OPEN 180'
WITH HOLD OPEN PIN
CONTROL
JOINT
1 "x 18 GA. METAL DECK
1/2"Ox8- BARREL
BOLT LOCK (ONE GATE)
UAMB DETAIL
r2
of I—C
t-,')SCALE: 3/4
ASPHALT
PAVEMENT
ui !�E
0- CD
6" THICK PCC SLAB W/ / 0
1 0
6':x6"-10/10 Ww!_!�j
6' GRAVEL BASE. V)
0 0 0 0
8, Cmu
SAFETY POST (4 TYP.) BLOCK L_lx
4" DIA. STEEL PIPE
SET 2'- IN GROUND.
FILLED WITH GROUT OU SIDE STORAGE
AND CROWN TOP
20' /_4
N� �All
P AN VIEW
W SCALE: 1/4' = V-0
NOTE GENERATOR
THE GENERATOR IS A
GENERACK NATURAL GAS GENERATOR
PAINT INSIDE
EPDXY PAINT
TUBE EMBEDDED 36
6" x 6'$ x 5/16" ST,
INTO FOOTING::��
CORRUGATED METAL
GATE (BOX RIB)
NII
I
Doi
;wg
lop
------ I -Am
A pAjpA
, Ir
Al.'
CLASSIC USED BRICK
ONCRETE
IDEWALK roo
\sc - I
42"GATE
(0
42" GATE
A
It
//--BRICK VENEER OVER
CMU BLOCK WALL TO BE AS
HIGH AS MECH. UNIT
AIA�
"ve
4" CONIC. SLAB
NOTE:
GENERATOR TO BE
10'-0" MIN. AWAY
PROVIDE (2) 4
DRAINffiE -----,FROM COMBUSTIBLES
6"0 CONIC. FTG OPENING AT LOW POINT CONIC. CURB
FOOTING AND
WHERE SLAB SLOPES 0 REINFORCING PR. 4 -
TO BACK WALL PER STRUCTURAL SOLID METAL GATES
TO BE AS HIGH AS
MECH. UNIT.
PLAN VIEW
rB-�GENERATOR SCREEN WALL SECTION ri -4-�GENERATOR SCREEN WALL DETAIL
���SCA[`E-3�4 �=l �-O T- 17 —SC—A—L F —1 TT " - �=l �-O
MTL ANCHORS
0 PER STRUCTURAL
PAINT
J
6 x 8' x 16" CMU
% WALL W EUR-O-WALL
CQ
0 EVERY ECOND COURSE.
LANDSCAPEi
NOTE:
FOOTING AND
4" CONIC. SLAB REINFORCING
SLOPE AWAY
00 PER STRUCTURAL
NOTE: - FROM BLDG.
"
LANDSCAPIN
im
'00
'AqCLASSIC USED BRICK
LEFT SIDE ELEVATION
CORRUGATED METAL DECK 12"x4N16" SLOPED
OVER METAL FRAMING CMU CAP
12
1/411
SOLID GROUT ALL CELLS
x
—REINFORCING PER STRUCT. <
PAINT INSIDE
0
, I
co
;/
8" x 8" x 16" Cmu
WALL W�
E DUR-O-WALL
EVERY COND COURSE.
vCONC. SLAB SEE STUCT.
v,
>
>
t> 0,)00(66
t> >
>
FOOTING AND
REINFORCING PER STRUCT.
MG1
ST47E OF WOHINUTON
3-18-15
CITY REVIEW
A411-11-15
OWNER
0
6" x 6" x 5/16" STL. cf)
L
TUBE EMBEDDED 36"
0 LO
00
INTO FOOTING 0 1;t
TRASH ENCLOSURE FINISHES: C/-)
Q) <
ALL EXPOSED METAL TO BE
PAINTED 3:
c—
ro
18 GA. PAINTED METAL
GATE (BOX RIB)
c,,I E 0
r'-_ >, Q0
r, �5
(1) #4 BAR CONT.
M C)
M C14
so N
ID GROUT ALL C
ci 01
CELLS -7 c3 04 0
D L_
REINFORCING PER STRUCT. a -
PAINT INSIDE
0 x 8 x 16" CMU
WALL W/ DUR-O-WALL
EVERY SECOND COURSE.
4" OR 6" DIA.x8.5' STEEL POST rj
1
SCHEDULE 40, GALVANIZED wmmm 13
FIL
1, 1 W/ GROUT & CROWN TOP 7 113% r- - El
W/ 6" REFLECTIVE TAPE @ TOP Z �<��@
*� 110 w 03
z 6" THK. CONIC. SLAB M
w w z
PER STRUCTURAL t .1 .. ... M
L4_ �0 gj[1130 —
Mi SLOPE TO GATE 1% mm M
<Y-tqvj W
%0 *,o 10
_j 0. IL M
CD 0
v- 0
(D
.7
CD
r4--� ENCLOSURE D ETAI L
SCALE: 3/4" = l'-O"
NOTES:
1 . TRASH & RECYCLE BINS SHALL BE SCREENED BY AN ENCLOSURE TALL ENOUGH TO CONCEAL FULL HEIGHT OF BINS.
SCREEN WALL MINIMUM 6'-01'
2. BIN ENCLOSURE TO BE A MINIMUM OF 5 FEET FROM ANY PLANNED OR EXISTING STRUCTURE AT ITS CLOSEST POINT.
3. BINS THAT ARE VISIBLE FROM THE PUBLIC ROADWAY SHALL HAVE ENCLOSURE GATES THAT SCREEN THE BINS FROM PUBLIC VIEW.
4. GATES SHALL BE INSTALLED SO THERE IS A NET BIN ENCLOSURE OPENING OF 9 FEET PER BIN. GATES, HINGES &
MOUNTING HARDWARE SHALL NOT INTRUDE UPON MINIMUM NET ENCLOSURE OPENING.
5. GATES, HINGES & MOUNTING HARDWARE SHALL BE INSTALLED SO THERE IS A MIN. 9 FOOT DEPTH CREATED WITHIN EACH ENCLOSURE.
6. EACH ENCLOSURE GATE SHALL HAVE DROP PINS INSTALLED AND HOLES DRILLED IN THE CONCRETE AT BOTH THE OPEN &
CLOSED POSITIONS TO PREVENT GATES FROM CLOSING INTO THE COLLECTION VEHICLE.
7. ENCLOSURES SHALL HAVE (4) 4" OR 6" DIA. STEEL SAFETY POSTS INSTALLED IN THE BACK OF THE ENCLOSURE
8. SAFETY POSTS SHALL HAVE A HEIGHT OF 6 FEET OR BE EQUAL TO THE HEIGHT OF THE BACK SCREEN WALL OF THE
ENCLOSURE. SAFETY POSTS SHALL BE PLACED A MINIMUM OF 4" FROM THE WALL.
9. USE CLASS "A" CONCRETE & STEEL REINFORCEMENT SHALL BE GRADE 40.
10. EXPANSION JOINT FILLER SHALL BE 1/2" BITUMINOUS TYPE PERFORMED EXPANSION JOINT FILLER ASTM D-1751.
11. EXTERIOR FINISH OF SCREEN WALLS SHALL BE COORDINATED ARCHITECTURALLY WITH PRIMARY BUILDING FINISHES.
12. SOIL BELOW THE WALL FOOTER AND CONCRETE PAD SHALL BE COMPACTED TO DEPTH OF 6 INCHES AND TO A MINIMUM DRY
DENSITY OF 90% IN ACCORDANCE WITH ASTM D-2922 AND D-3017, AFTER ADJUSTMENT FOR ROCK CORRECTION.
IIALlr%I^AM �A �KING SIGN
MiITE SYMBOL
/Al. 1
HANDICAP PARKING DETAIL
SCALE: 1 /8" V-01r
SEE DETAIL -/Al.1
CURB &
SIDEWALK
HANDICAP SYMBOL
SEE DETAIL 9/Al.1
IC6
BLUE BACKGROUND
7
4 1-0"
HANDICAP SYMBOL
��l SCALE: 3/4" = l'-O"
>
r
C-0
Q::�
C:)
(D
9,
-r--
r
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ED
C/
Lij
L-Li
V)
E!
Sheet No.
A 1
RETAINING WALL & FENCE,
BY OTHERS
OTTO LUYKEN LAUREL
SKYROCKET JUNIPER, 30- OC
RETAINING WALL &
FENCE, BY OTHERS
CREEPING OREGON
GRAPE
j
VIBURNUM TINUS
JAPANESE PIERIS'VALLEY ROSEf
LAWN
PICEA OMORIKA
PLANT SCHEDULE
QTY.
BOTANICAL NAME
COMMONNAME
SIZE & SPACING, NOTES
CONTAINER
TREES
A2
Acer circinaturn
Acer rubrum'Scarsen'
Vine Maple
Scarlet
Multi -Stem, 8'-10'HT
B&B
Sentinel Maple
211 cal, 12'-14'HT, Fully branched & uniform
B&B
Branching starting 6above rootball
1
Acer rubrum 'October Glory'
October Glory Red Maple
211 cal, 12'-14'HT, Fully branched & uniform
B&B
17
Juniperus virginiana 'Skyrocket'
Skyrocket Juniper
6'-8'HT
B&B
2
Magnolia stellata
Star Magnolia
5 gal
Container
3
Picea omorika
Serbian Spruce
6'-8'HT
B&B
6
Prunus serrulata 'spire'
Spire Flowering Cherry
2" cal, 10'-12' HT, fully branched
B&B
SHRUBS/PERENNIALS
4
Hydrangea macrophylla
Endless Summer Hydrangea
3 gal
Container
'Endless Summer'
23
Lonicera pileata
Box -Leaf Honeysuckle
3 gal @ 3'OC
Container
34
Pieris japonica 'Mountain Fire'
Mountain Fire Japanese Pieris
3 gal @ 4'OC
Container
12
Pieris japonica 'Valley Rose'
Valley Rose Japanese Pieris
3 gal @ 4'OC
Container
47
Prunus laurocerasus'Otto Luyken'
Otto Luyken English Laurel
3 gal @ 4'OC
Container
35
Spirea japonica 'Magic Carpet'
Magic Carpet Japanese Spirea
3 gal @ 3'OC
Container
49
Spirea thunbergii'Ogon'
Spirea Ogon
3 gal @ 3'OC
Container
72
Viburnum davidii
Davids Viburnum
3 gal @ 4'OC
Container
30
Viburnum tinus'Spring Bouquet'
Spring Bouquet Viburnum
3 gal @ 4'OC
Container
GRASSES & GROUNDCOVERS +/-
90
Erica x darleyensis'furzey'
Furzey Heath
1 gal, 2'OC
Container
22
Hakonechloa Macra'Aureola'
Golden Japanese Forest Grass
1 gal, 2.5'OC
Container
57
Hernerocallis 'Stella do Oro'
Stella de Oro Daylily
1 gal, 2'OC
Container
65
Mahonia nervosa
Cascade Oregon Grape
1 gal, 2'OC
Container
78
Mahonia repens
Creeping Oregon Grape
1 gal, 2.5'OC
Container
NOTES
1. All existing trees, shrubs and groundcovers, shall be removed from site prior to construction
LANDSCAPE SPECIFICATIONS
1. MATERIALS
a. Topsoil. Topsoil shall be a blend of the following products; 30% sand; 20% peat; 30% composted cow manure; and 20% fish compost. Available
from Morrison Gravel, 360-876-4701 or approved substitution.
b. Mulch. Mulch shall be fine ground mulch, applied to a 2" compacted depth on all beds.
c. Fertilizer. Agraform 21 -gram tablet time release fertilizer shall be used in all plantings. Place 1 for each ground cover, 2 for each shrub and 4 for
each tree. They shall be placed in the plant pits as detailed. Also, top dress all plants with a suitable 'starter' fertilizer.
d. Tree Stakes. Tree stakes shall be 2" diameter x 8' length Lodgepole pine. Fasteners shall be 1 " PVC Chain -Lock, placed as detailed.
e. Sod. Sod shall be locally grown and a blend of the following products; 60% Perennial Rye, 20% Hard Fescue, 20% Kentucky Bluegrass. Available
from Country Green or approved substitution.
2. SOIL PREPARATION
a. Prior to any landscape work, contractor shall remove, or have removed, all debris from the other building trades from the landscape surfaces. NO
landscape work shall commence until the areas are cleared of other trades debris.
b. Cultivate the existing ground surface to a minimum depth of 4"and remove all rocks oVer 1" and other debris.
c. Fine grade the subgrade to adjoining surfaces in preparation of adding soil.
d. Beds. Place 6" of specified topsoil on all beds and till or cultivate the topsoil a minimum depth of 8". Remove all rock and debris which may surface.
Finished grade of topsoil shall be 2.5" below adjoining paved surfaces, allowing 2" for mulch.
e. Lawns. Place 4" compacted depth, of specified topsoil. Roll and compact to about 80% compaction rate. Finished grade of topsoil shall be
approximately Y2" - 1 " below adjoining paved surfaces, allowing for sod, rolled and compacted sod shall be flush with adjoining pavement.
3. IRRIGATION
a. Coordinate the irrigation installation with all the landscaping. The irrigation system shall be installed by the same contractor as the landscaping.
4. PLANTING OF TREE, SHRUBS AND GRONDCOVERS
a. Contractor is to confirm that all beds are prepared and ready for planting, without interference with other trades.
b. Layout all plants as per plan and approval by Landscape Architect, making sure the plants are orientated to give best appearance to the viewer.
c. Pit plant all plants into prepared soil and plant per the details. While planting, water the plants into the plant pits thoroughly soaking the root balls and
soil. Place fertilizer tablets as specified, filling plant pits with specified topsoil. Top dress fertilize when completed.
5. PLANTING OF SOD
a. Place topsoil then roll, compact and rake to a smooth finished grade, free for depressions and high spots.
b. Prior to placing sod, water the soil to get it moist.
c. Install sod with the seams all running in one direction, while staggering joints. Finish roll the sod in place assuring that all the joints are tight. Water
thoroughly until final acceptance. Contractor shall be responsible for mowing every 7 'days until project and landscaping is accepted by landscape
architect.
6. WARRANTY
a. All landscaping shall be warranted for one year from FINAL ACCEPTANCE. Plants requiring replacement shall be of the original variety and size as
specified herein.
7. PATIO POTS
a. Architectural Pottery model #FGLEGACY22x33, 22"0 x 33"h x 13" base, dark walnut perma spec artistic finish
b. The bottom 2" of the pots will be filled with pea gravel, or other approved medium. Fill 1he balance of the pots with the specified topsoil, within I" from
the top.
c. Plant with annuals, approved by Landscape Architect.
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BUILDING DEPARTMENT
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PART I 6ENERAL
1.1 &ENERAL REOUIREMENT5
A. Contractor shall conform to the general conditions, supplementorg conditions and to all special
conditions.
1.2 YqORKMAN5HIP
A. Installer qualifications: 59stern to be installed bg on Irrleation technician with 5 gears of experience or
journeyman plumber. All workmanship shall be of the highest standards of the industry.
5. Norkmanship that Is improper, careless, and or that does not meet Specification will be rojected. The
replacement or repair cost shall be at the expense of the Contractor.
13 SCOPE OF HORK
A. Furnish all labor, materials, to install the irrigation system complete as shown on the plans and details,
and as spealfled herein.
B. This work Includes all phases of completing and making the irrigation system fully operational, os-bullt
plans and on orientation meeting with the Project Representative. Hork consists of Installing permanent
irrigation in the parking lot and rights-of-woq landscaping, and temporary Irrigation In the mitigation area.
1.4 SUBMITTALS
A. 5ubmit each Item in this Section according to the 6oneral Terms and Conditions of the Contract and
Division Specifications Sections.
B. The, Contractor shall provide the Project Representative a complete listing of all irrigation materials
required by this Section to be used on the project.
0. The, listings shall include the name of the manufacturer, trade names, catalog aut shoots, spar-Iflaotions,
model numbers, brochures and other data giving information about ocich Item specified.
1.5 VAMASE TO PROPERTY
A. Any structures or foallitles or other work in progress damaged due to the work on this project other
than items noted in the Demolition plan shall be repaired or replaced at the expense of the Contractor.
.tor shall be responsible for all damage to any part of the promises caused by brooks or
B. The Contrac contract.
looks in the system for a period of one (1) year after final occeptonce of the
r,. The Contractor shall be responsible for the clean up and removal of any building materials, equipment
and trash resulting from his/her work. The Contractor, upon completion, shall leave the property in a clear
and orderly condition.
PART 2 MATERIALS
2.1 CONDITION Or- MATERIALS
A. All materials to be installed on this project shall be now and free of defects.
2.2 HATER METER
A. A now 1-Inch water motor will supply the irrigation System.
2.3 BACKFI-0111 PREVENTION DEVICE
A. Install new device, as shown on the drawings and details. For City of Edmonds requirements.
2.5 OUICK COUPLIN& VALVES
A. Install per plans and details.
2.6 F"VC, PIPE, FITTINC75, NIPPLES
A. Install per plan.
S. Pipe shall be marked with manufacturer's name, class of pipe, N5F seal and date of manufacturer run.
Pipe shall bear no evidence of interior or exterior extrusion marks. Pipe walls shall be uniform, smooth,
and glossy. Pipe may be pro-bolled or with individual solvent -weld couplings for laterals. Pipe shall
conform to US Product Standard PS 22-10, ASTM V1185, A5TM 121'154, coll class 12454-15. Class 200 pipt
shall have 512R rating of 21.
C,. PVC, fittings sholl be schedule 40 rated and meet ASTM V 2466 standards and Specifications.
D. PVC nipples shall be schedule 80 rated and meet A5TM D 1185 requirements and specifications. All
nipples wIll have tapered threads.
2.1 JOININ& MATERIALS
A. All joining materials used will be manufactured by I.P.5. or equal, and will be used In accordance to the
manufacturer's written specifications and safety recommendations.
B. All threaded connections (PVC,) shall be sealed by using Teflon tape
0. All galvanized threads shall be sealed with on approved Teflon base pipe compound.
D. PVC solvent compounds shall be IFS @Held-OnA P-10 purple primer and 0Hold-OnA F-111 heavy-bodloc
gray cement or approved equal.
2.5 6ALVANIZED PIPE AND FITTIN69
A. Galvanized steel pipe shall be schedule 40, hot dipped golvonized, conforming to ASTM-A120-16
spealf Ications.
B. Siolvanized fittings shall be of malleable iron, hot dipped galvanized.
C. 6olvanized pipe, nipples and fittings shall be of domestic, origin.
2A CONTROL Y41RE
A. Control wire shall be 14 go. solid copper wire, to be UF rated and UL listed. Use Red wire for leads,
Mite wire for common, Black Alre for spore, and Yellow wire for Master Volve.
B. Hire connectors shall be 3M 125Y, or approved equal.
0. FE-act "Maxi" cable shall be used to connect the flow sensor to the controller. Ranger Seal Closures
shall be used when connecting to the flow sensor.
2.10 TRACE HIRE
A. Trace wire shall be 12 6A. solid bare copper wire, to be UF rated and UL listed.
2.11 VALVE BOXES
A. Volve boxes for master valves and control valves shall be Corson -Brooks, green plastic. HDPE box,
High Performance Series Model 141cf-12 with 141cf-55 locking cover, or approved equal. The cover shall be
bolted clown with stainless steel bolts. Box and cover to be green. Volve box extensions shall be
compatible with valve box, and used as needed to meet finish grade.
0. Valve boxes for mainline gate valves and quick coupler valves shall be Corson -Brooks, green plastic,
model allo-12 with clIO-45 bolt clown T cover or approved equal, 10 inch diameter circular boxes with -7 Ina
clia. PVC, sleeve below per detail. Cover is to be green and marked CirrigationA
V. Volve boxes for the backf low device shall be stacked concrete motor boxes, per City of Mountlake
Terrace requirements.
2.12 AUTOMATIC, CONTROLLER, REMOTE CONTROL PEVICr- AND AOC.E55ORIE5
A. Controller and accossorles shall be those shown on the drawings.
B. Install on exterior woll outside of mechanical room as directed by the project engineer. Shall be
wall -mounted at chest height.
2.13 AUTO -CONTROL VALVES
A. For Plans and Details.
2.14 FLON SENSOR
A. For plans and details
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A. For Plans and Details
2.1(o DRIP IRRISATION
A. Per Plans and Details
2.11 VALVE IDENTIFICATION TA&
A. Polyurothano identification tag shall be as supplied bg T. Christy, model No. IV-STV-*,rI or approved
equal.
2.18 NOT L15TED EOUIPMENT
A. Not all materials needed for the completion of this irrigation system have been listed. It shall be the
Contractor's responsibility to furnish and install any items required to complete this irrigation system as
clesigned, detailed and specified.
PART 3 EXECUTION
5.1 CONSTRUCTION CONDITIONS
A. Location of sprinklers, valves, and other items Shall be as shown on the plans and will be of the size
and t9po as Specified. No changes in the plans or the equipment will be made without prior appro,/ol of the
Project Representative.
B. Electrical connections Shall be made by the Contractor as indicated on the plans and specifications.
Installations shall conform to local codes and utilities. Coordinate with Project Representative and
Electrical Contractor for arranging power to the controller and final Controller location.
B.2 LAYOUT
A. The Contractor shall stake the system from the, design shown on the plans. Some, alterations rraq be,
re�Rulrod to accommodate site conditions to insure good application rates. It is known that corrective
measures in the system, if any, shall not be made without the written approval from the Project
Representative or his agent.
5. The Contractor layout and staking shall be approved by the Project Representative prior to trench
excavation or equipment installation.
5.5 EXCAVATION5.
A. It Is the Contractor's responsibility to locate all underground utilities before any excavation boaIns. Ang
damage caused by Controator will be repaired at his/her expense.
B. Trenches shall be wide enough to allow ample room for pipe and wire installation. Men more than one
pipe occupy the some tronah, each pipe must be parallel to oaah other, not crossing, at a minimum of 5"
apart.
0. All piping under paved areas shall be installed in PVC, sleeves as indicated on the droy4ings. All
slooving Shall be bedded with Sand at a minimum depth of 6" under and &A over pipe sleeves.
V. Mainline shall be installed at o minimum depth of 15", maximum depth of 24A. Lateral lines shall be
installed at a minimum depth of 12", maximum depth of 18A.
E. More multiple irrigation pipes share a common tranch, trench shall be Sufficiently wide or piping Shall be
arranged to allow 2A minimum horizontal separation and 6A minimum vertical separation betNeen Piping, while
maintaining specified minimum and maximum cover over piping.
3.4 BACKFILLING
A. All material to be used as backfill over pipes and around valve boxes, and vault must be fully
compacted to eliminate future settling. All boakfill in structural (non landscope) areas shall be compacted
05 spealf led.
B. All material used as backfill must be clean of all debris and rocks larger than I" In diameter. Such
debris and rocks shall be gathered and removed from site.
5.5 PVC PIPELINES
A. Install pipe as shown on drawings and details.
B. PVC pipe shall be Installed on flat bottom tranchos in a manner as recommended by the manufacturer to
allow pipe to expand and contract.
C1. All pipe shall be cut with a hand saw1hock saw In a manner to provide Square ends. All shavings and
burrs must be removed before welding pipe or fittings.
D. Flush main free of all debris and Shavings prior to installing ACV's. Flush all laterals prior to Installing
sprinkler heads.
E. Contractor shall exercise care when loading, hauling, and handling pipe. Damaged pipe will not be
accepted or used on this project.
F. Install sleeves under paved surfaces (all hard surfaces) to allow for irrigation piping and electrical
wiring. Sleeve ends shall be sealed by installing a Fornco adopter coupling or equal at each end of
Sleeve.
6. Allow minimum 15 minutes set-up time for solvent wold joints before moving or handling. Pipe shcill be
partially center looded to prevent arching or slipping. No water shall be permitted In the pipe for al least
10 hours to allow solvent weld set and aure. 5aakfilling shall be done when pipe Is not In on expanded
condition due to heat or pressure. Cooling of the pipe can be accomplished by operating the system for a
short period of time before backfilling, or by bockfilling the early part of the morning before the �oot of
the day. Before pressure testing, allow 24 hours aure time, for solvent weld joints.
5.6 SOLVENT HELD JOINTS
A. All solvent wold joints must be, f Irst primed and then welded per manufacturer's recommendations.
B. The pipe and Fittings shall be cloon of all foreign matter and water before solvent can be applied.
0. Contractor shall not be allowed to wold mainline pipe with a 'one stop' glue, such as IF5 '721 or -725 or
equivalent.
5:1 POINT OF CONNECTION
A. Per Plans and Details
5.8 CONTROL HIRE
A. Hire shall be pulled from valve location to controller location in one continuous place.
5. Hire Shall be grouped together, toped with electrical tape at 10' Intervals. Hire then will be Installed
under main line or laterals In a soft snaking manor to prevent copper from being Stretched and or
damaged.
C,. Cooll a minimum of Vof each wire in each valve box.
V. No field wire splices shall be allowed between valve boxes. All wiring connections shall be installed in
valve boxes or separate hondhole.
5A CONTROLLER
A. Controller shall be wall mounted as detailed, on the exterior wall of the mechanical room. Coordinate
exact location of controller with Project Representative.
B. Coordinate with the electrical contractor to ensure proper connection of controller to power.
3.10 AUTOMATIC, CONTROL VALVES
A. For Plans and Details
B. Contractor shall Install one valve assembly per box.
0. All valve boxes shall receive a polyurothano Identification tog identifying the valve station number.
Volve number shall be, marked on exterior of the valve box Ild with minimum IA letters.
5.10 VALVE BOXES
A. Install oil other boxes plumb and flush with finish grade. Volve box archway shall not rest on piping;
provide a minimum of one Inch clearance around the inlet and outlet pipe.
5.11 SPRINKLER HEADS
A. Contractor shall install sprinklers as detailed on drawings.
B. Placement of heads Shall be 4" from edge of poving1concroto edge.
5.12 TE5TINCS OF SYSTEM
A. After flushing and volving main line and prior to bockf Illing a pressure test will be requirecl on the main
line.
B. Mainline sholl have a one hour test at a pressure of 150 PSI. A maximum pressure loss of 5 P51 Is
allowed.
0. Contractor Is responsible to set up all equipment necessary to comply with test.
V. Contractor shall Schedule pressure test 48 hours in advance with Project Representative.
I=. Lateral lines shall be visually tested before heads ore Installed at line pressure. Schoclule pressure
tests on lateral with Project Representative 45 hours in advance.
F. Before any testing starts all air must be expelled from the pipe.
6. Any Section of pipe not passing pressure test shall be repaired and ro-tosted.
5.13 PRODUCTS TO BE PROVIDED TO OANER
A. The following list of materials shall be provided to the Project Representative at time of projeat
completion:
1. 2- GOV Keys. Manufacturer to match installed Oulck Coupler Volve.
2. 2- Hose swivels. Manufacturer to match Installed Oulck Coupler Volve.
5. 2-20A sprinkler keys
4. Spore Irrigation body, riser, and nozzle for each type Specified.
3.14 PERFORMANCE TEST
A. A performance test Is part of the final review
B. Upon completion of the System installation and after the flushing and pressure tests have been
completed and the system has been adjusted, the Contractor shall operate the s9stom in the prosence of
the Project Representative.
0. Coverage check: Each automatic valve shall be operated to determine complete sprinkler coverage.
V. The Project Representative may direct that up to five (5) percent of the total nozzles be substituted,
at no additional cost to the owner.
PART 4 RECORD PRANIN65 AN12 GUARANTEE
4.01 ADJUSTIN& SYSTEM
A. 5ofore final Inspection, the Contractor shall adjust and balance all sprinklers to provide adequate and
uniform coverage. Spray patterns shall be balanced by adjusting individuol sprinkler heads with the
adjustment Screws or replacing heads to produce a uniform pattern.
B. 5ackfill except for valve boxes. Clean sediment from valve boxes so that washed gravel is below
bottom of valve, and wiring (Including spare conductor) is visible.
0. Sprinkler spray patterns shall not be permitted on pavement, walks, or structures.
4.02A5-BUILT PLANS AND 5Y5TEM ORIENTATION
A. Contractor shall maintain a set of drawings on the site specifically for recording changes as they ocaur
during the job.
B. The Contractor shall conduct o training and orientation session covering the operation, adjustment,
winterization and maintenance of the irrigation system. The Contractor shall provide the owner with a parts
list and service manuals for all equipment. Contractor shall be responsible for one fall winterization and
one spring activation of the system and shall conduct these operations as part of the Owner's training and
orientation procedures.
C,. Contractor shall provide a zone control map encased in plastic. and mounted next to the Controller.
The mop will show main and zone valves and the area they cover.
4.03MAINTENANCE AND GUARANTEE
A. The Contractor shall provide a written guarantee to the Owner covering all materials, installation,
workmanship, and against defects for a period of one (1) calendar year. Contractor shall be responsible
for maintaining system and protecting it from all damage (cit no cost to the Owner) for the duration of the
maintenance period, inaluding damage caused by vandalism or adverse weather conditions.
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DOUBLE CHECK VALVE
ASSL'Y,
SIZE PER PLAN
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VALVE BOX AND EXTENSION; SET BOX 2" ABOVE GRADE AT SHRUBS.
SIZED FOR ADEQUATE RECTANGULAR BOX SET BOX FLUSH TO GRADE AT TURF.
CLEARANCE AROUND DCVA 10" DIAMETER VALVE BOX. Lm
FOR MAINTENANCE WITH EXTENSIONS AS REQUIRED. HEAD BRAND "QVC' ON LID T TANDARD VALVE BOX
WITH 2" HIGH CHARACTERS. Lu,
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ISOLATION VALVE
NTS
20"X14" JUMBO
PLASTIC VALVE BOX.
PVC TRUE UNION
BALL VALVE.
2" ABOVE GRADE AT
SHRUBS.
SET BOX FLUSH
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SxT TEE W/ 2"
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SET BOX AT GRADE IN TURF.
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VALVE BOX
EXTENSION
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PVC MAIN LINE.
32 8406.33-06
CONTROLLER WIRE WITH 30 INCH LINEAR
LENGTH OF COIL, WITH PLASTIC I.D. TAG
AND WATERPROOF CONNECTORS.
RCV AS SPECIFIED.
BASKET FILTER AS SPECIFIED.
PRESSURE REGULATOR AS
SPECIFIED.
PVC UNION W/ SHORT
NIPPLES.
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OUTLET PIPE SAME SIZE
AS VALVE, 24- MIN.
LENGTH TO FIRST FITTING.
45' DOWN AS REQ. TO
LATERAL PIPE DEPTH.
TWO 6X2X16 CONCRETE BLOCK CAPS,
ONE ON EACH SIDE OF THE BOX.
1 DRIP VALVE W/BASKET FILTER
6X2X16 CONC. BLOCK CAPS, -
ONE EACH SIDE (2 TOTAL)
SXT SCHEDULE 80 NIPPLES
VALVE INLET SIZE.
MASTER CONTROL VALVE
NTS
PVC MAINLINE.
DRIP VALVE / FILTER
REGULATOR.
PVC MAIN LINE.
GEO TEXTILE CLOTH
SCREEN, WRAP UP SIDES.
TYPICAL OFFSET 2" FROM
HARDSCAPE, 4" FROM
TYPICAL FPT ADAPTER AND PLANTED AREA.
COMPRESSION COUPLER.
3/4" PVC LATERAL
PIPE. 7
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2" FROM
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FLUSH VALVE OR
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CAP AT LOW END,
END FEED EXAMPLE AS NOTED. CENTER FEED EXAMPLE
TYPICAL RAIN BIRD DRIPLINE REQUIREMENTS
N.T.S.
SET VALVE BOX 2" ABOVE
FINISHED GRADE OF SHRUB
AREA.
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10" DIAMETER VALVE BOX.
- COIL 24" TO 30" OF DRIP TUBING IN
THE BOX.
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3/4" PVC BALL VALVE WITH
SHORT NIPPLE.
DRIP TUBING.
4" THICK LAYER OF WASHED
GRAVEL. THE BOX SHALL REST
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QUICK COUPLING VALVE IN BOX
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MAXIMUM LATERAL LENGTH (FEET)
EMITTER FLOW RATE GPH
12" SPACING
18" SPACING
24" SPACING
PSI
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0.6 0.9 C.6
0.9
10
125 96
175 135
218 171
20
249 191
350 171
442 340
30
307 236
434 333
550 422
40
350 268
495 380
627 171
50
125 96
175 135
218 171
1 60 1
125 96
1 175 135
1218 171
GRID PRECIPITATION RATES (IN/HR)
EMITTER FLOW RATE
EMITTER
LATERAL
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0.9
SPACING
SPACING
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LATERAL FLOW PER 100 FT (GPM)
EMITTER
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24"
FLOW
SPACING
SPACING
SPACING
0.6 GPH
1.0 GPM
3.67 GPM
0.50 GPM
0.9 GPH
1.5 GPM
1.0 GPM
.75 GPM
PVC SCH 40 TEE OR ELL.
PVC MANIFOLD LINE.
EASY FIT COMPRESSION
ADAPTER.
EASY FIT COMPRESSION
COUPLING: RAIN BIRD M
LANDSCAPE
DRIPLINE TUBING.
MAXIMUM FLOW PER ZONE
MAX GPM
PSI LOSS
SCHEDULE 40 PVC HEADER SIZE
1/2-
4.7 GPM
7.7 PSI
3/4-
8.3 GPM
5.6 PSI
1.
13.5 GPM
4.2 PSI
1-1/2"
33.9 GPM
2.9 PSI
20'
52.4 GPM
1.9 PSI
POLY PIPE HEADER SIZE
1/2"
4.7 GPM
8.8 PSI
3/4"
8.3 GPM
6.3 PSI
1.
13.5 GPM
4.8 PSI
1-1 /2"
31.8 GPM
2.9 PSI
2-
52.4 GPM
2.2 PSI
SLOPED COND11ION NOTE:
1. DRIPLINE LATERALS SHOULD FOLLOW THE CONTOURS OF THE SLOPE
WHENEVER POSSIBLE.
2. INSTALL AIR RELIEF VALVE AT HIGHEST POINT.
3. NORMAL SPACING WITHIN THE TOP % OF SLOPE,
4. INSTALL DRIPLINE AT 25% GREATER SPXCING AT THE BOTTOM OF
THE SLOPE.
5. WHEN ELEVATION CHANGE IS 10 FT OR MORE, ZONE THE BOTTOM
ON A SEPARATE VALVE.
32 8406.43-02
WATER SOURCE: DRIP VALVE
OR LATERAL FROM VALVE.
LANDSCAPE DRIPLINE TUBING.
PVC MANIFOLD LINE
WITH PVC TEE.
Lj��
FLUSH CAP: RAIN BIRD
MDCFCOUP WITH MDCFCAP.
(�)_AIR RELIEF VALVE: RAIN BIRD
AR VALVE KIT, INSTALL AT
HIGH POINT OF SYSTEM.
RCV WITH UNIONS
NTS
POLYGON SHAPED
"C" SHAPED
DOGBONE SHAPED CORNER SHAPED CURVED POLYGON
AIR RELIEF VALVE
AS SPECIFIED.
1" FPTXMPT ELL.
6" DRIP BOX. -1/44"Xl "MPT ADAPTER.
�YAV'FPT X h" DRIP TUBING
ADAPTER.
DRIP TUBING COUPLING.
cj FIRNISHED
G ADE,
GRADE.
DRIPLINE OR DRIP TUBING, OR
3" THICK LAYER OF WASHED
GRAVEL. THE BOX SHALL
b1c 1000 0, 0&c� 0 REST UPON THE ROCK BED.
DO NOT EXTEND GRAVEL INTO
BOX.
PE & FITTINGS
BRICK SUPPORTS (4)
3/4" MINUS WASHED GRAVEL
@PVC SLIP UNIONS
32 8406.13-07
ODD SHAPED
HOURGLASS SHAPED
32 8413.56-01
FINISH GRADE/TOP OF MULCH
(D
(DPOP-UP SPRAY SPRINKLER:
MODEL PER PLAN
1/2-INCH MALE NPT x BARB ELBOW
USE 1/2" MARLEX AT HEAD
TRIPLE SWING ASSEMBLY
SWING PIPE, 12-INCH LENGTH:
PVC SCH 40 TEE OR ELL
LL.
Lm
m
0
0 co
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<
gm (0 >--
r .00,
U) -1.3
-00 C6
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DRIP FLUSH VALVE BELOW GRADE
DRIP AIR RELIEF VALVE IN BOX
GENERIC SPRAY HEAD DETAIL
1 1/2" = l'-O" 32 8413.76-26 32 8413.49-35 NTS 32 8413.53-03
NTS 32 8403.13-03
IRRIGATION SCHEDULE
SYMBOL MANUFA61'URER/MODEL/DESCRIPTION SYMBOL MANUFACTURER./MODEL/0ESCRIPTION
Rain Bird I5O4-U-FPS 15 Strip Series Rain Bird FEB
EST LCS RCS CST SST -Up Sprinkler vq1th Co -Molded Pi
Turf Spray 4.0" Pop astic, Industrial Valves. Loyq FloiN
Alper Socil. 1/2" NFT Female Threaded Inlet. Operating Capability, C710be Configuration.
Pressure Regulating. Rain Bird 44-LRO LM
/V Rain Bird 1504-U-FRS U5 Series Ill Bross Guiak-Coupling Volvo, vqIth
Q T H F
12
3. Ell /'I Turf Spray 4.0" Pop -Up Sprinkler vilth Co -Molded Corrosion-Resistont Stainless Steel Spring,
Nipor Sonl. 1/2" NFT Female Threaded Inlet. Lor-king Thermoplastic Rubber Cover, and
0
BUS 0 000 Rain Bird 1504-U-FR5 UIO Siories Nibeo T-115-K 0
2 Q T H F Turf Sprcy 4.0" Pop -Up Sprinkler Nith Cwo-Molded Class 125 bronze gate shut off valve v4ith aross
/4 \14.3 INIpor Sonl. 1/2" NPT Female Threaded Inlet. handle, some size as mainline pipe diameter at Ln
12 18.7/ 3 Pressure Regulating. valve location. Size Range - 1/4" - 5"
7.87 C)8HE-VAN (D 12HE-VM
Rain Bird 1504-U-PR5 AVJ
10HE-VM 4015HE-VM Rain Bird FEB I"
12 Turf Spray 4.0" Pop -Up Sprinkler vqlth Co -Molded r, 1-1/2-', 2.. Plastic. Industrial Valves. Loyq FloY4 0
1611por Socil. 1/2" NPT Female Threaded Inlet. Operating Copolollity, &Iobo Configuration.
10.2/ 5
Pressure Regulating. U.
Rain Bird 1504-FRS 15 Strip Series Double Check Backf lov4 prevention, 1/2" to 2"
EST LCS RCS CST SST Turf Spray 4.0" Pop -Up Sprinkler vqith Co -Molded LM
19.2 6 Vilper Soql. 1/2" NFT Female Threaded Inlet. ME Rain Bird ESF8LXME Y41th (62) ESFLXM5M4
_31�
Pressure Regulating. 16 Station Commercial Controller. Mounted on a Ljj
Plastic, Vqall Mount. N
Roin Bird 1804-FRS 5 Series MPR 0 0
13.9/ 7 Q H F Turf Spray 4.0" Fo -Up Sprinkler vilth Co -Molded Rain Bird Y4R2-R0 0 00
p rill,
1141por Sool. 1/2" NFT Female Threaded Inlet. Y41roloss Rain Sensor Combo, inaludes I reaeliver E 6
Pressure Regulating. and I rain sensor transmitter. < n
U)
Rain Bird 1804-PPS 5 Series MPR Irrigation Lateral Line: PV0 01ass 200 SDR 21
0 T H F
Turf Spray 4.0" Pop -Up Sprinkler Y41th Co -Molded PVC Class 200 irrigation pipe. Ui
0 M C
Vqlpor Sonl. 1/2" NPT Female Threaded Inlet. C T- -a
1 V. Z
Pressure Regulating. Irrigation Mainline: PVC Sahodule 40
Z 0 N C
PVC Sahodule 40 irrigation pipe. Z 0
Rain Bird 1504-FR5 10 Series MPR Oc) E
E
Q T H F
Turf Spray 4.0" Pop -Up Sprinkler vqlth Co-Moldod Pipe Sleeve: PVC Schedule 40
INIpor Slonl. 1/2" NFT Female Threaded Inlet. Valve Callout 00 N
4 2 Volvo Number (0 U) 1jj I,%. W
L"
Pressure "ulotlng. cc)
Rain Biro 1504-FRS 12 Series MPR # # -Valve Flow W 0)
Q T H 'K F, Valve Size F_
Turf Spray 4.0" Pop -Up Sprinkler iNith Co -Molded W
lco:,
1041por Seal. 1/2" NFT Female Threaded Inlet. 04
Pressure Regulating.
W 0
A. C/) L)
Rain Biro 1804-FIR5 ADJ a:
4:v 4V 6V 18V
Turf Spray 4.0" Pop -Up Sprinkler v4ith Co-Moldod Ice)
LO
;Nipor Seal. 1/2" NFT Female Threaded Inlet. Cf)
Pressure Regulating. �: L�,
�ok 1_4 W CD () W
0 OBHE-VAN 012HE-vm W W AW
Rain Biro 1804-FRS AVJ =) 0
A 1 OHE-VM 0 1 5HE-VAN Turf Spray 4.0" Pop -Up Sprinkler v4ith Co -Molded 0. 4)
kNiper Seal. 1/2" NFT Female Threaded Inlet. Z III ANA
C%4
8 Pressure Regulating. W It
I.- C\1
Rain Bird 1812-PR5 5 Series MPR E
0 H F Z
Shrub Spray 12.0" Pop -Up Sprinkler vq1th 0
8 U111 011 kA 1.4 A LAft a I r-t.4 .4 = 4- 4- 1 1 4. (y) C.)
Lo V J.ItWl r11A W Q,
1/2" NPT Female Threaded Inlet. Nith Pressure
8 Regulating Device.
REFERENCE NOTES SCHEDULE
0 0 49 G Rain Bird 1812-FRS 5 Series MPR
3/4! Q T H F MBOL DEE70RIPTION
8 Shrub Spray 12.0" Pop -Up Sprinkler vqlth
: 8
0/4: Co -Molded P41por Seal. Side and Bottom Inlet.
1/2" NFT Female Threaded Inlet. Nith Pressure El PIPE AND EGUIFMENT 5HONN IN PAVED AREAS FOR
T'i T' Regulotinci Device. GRAPHIC CLARITY ONLY. INSTALL IN LANDE70APED
AREAS, TYF.
6.00 //_12 16.7 9 8 \1 , 3.5 Rain Bird 1512-PRS 10 Series MPR
13.6 10 13.9 - Q T H F -01 INSTALL CONTROLLER ON EXTERIOR INALL--SHOYqN
Shrub Spray 12.0" Pop -Up Sprinkler v4ith HERE ON THE INTERIOR FOR GRAPHIC CLARITY ONLY.
Co -Molded Vilpor Seal. Side and Bottom Inlet.
11 M=111 = I lrl^ -1 A I 1 4. 1AIT&I. I=- FINAL CONTROLLER LOCATION T.B.O.
4) J.,
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1 14 11.4 � W LA F-7 r 04A 0 H CR . I__10Z7=Vl t., 58178
0 Regulating Device. 5-11 FINAL RAIN SENSOR LOCATION T.B.D. INSTALL PER
MANUFACTURER'S INSTRUCTIONS.
14 \13.0 8 Rain Biro 1512-FIRZ5 12 Series MPR
3/47 INSTALL CONTROL VNIIRE IN SEPARATE 2-INCH SLEEVE,
Co -Molded INIpor Seal. Side and Bottom Inlet.
JIZ7% 3.6/ To Shrub Sprog 12.0" Pop -Up Sprinkler vq1th al
2 12 1/2" NFT Female Threaded Inlet. Yfth Pressure TYF.
:A
Regulating Dovlao.
F; 4V 6V 1 V Rain Biro 1812-FRS ADJ
Shrub Spray 12.0" Pop -Up Sprinkler YqIth VALVE SCHEDULE
Co -Molded 114ipor Seal. Side and Bottom Inlet.
1/2" NPT Female Threaded Inlet. Vilth Pressure NUMBER MODEL SIZE TYPE PSI PSI 0 POO 6PM PRECIP
Regulatirg Devir-o. I Rain Bird FEB F_ Shrub Spray 51.66 58.55 3AI 1.41 In/h
08HE-VAN <1-2)12HE-VAN 2 Rain Bird FEB ill Turf Spray 33.10 41."70 1.81 2.02 In/h
10HE-VM 015HE-VM Rain Bird 1812-FRS ADJ 3 Rain Bird FEB 161 Shrub Spray 55.55 41.06 16.65 1.18 In/h
Shrub Spray 12.0" Pop -Up Sprinkler vq1th 4 Rain Bird FEB ill Turf Spray 53.30 44.80 14.2di 2.06 In/h LM
FINISH GRADE Co -Molded 1141por Seal. Side and Bottom Inlet. 5 Rain Bird FEB ill Turf Spray 34.45 45.41 10.20 1.65 In/h
% XV
1/2" NPT Female Threaded Inlet. P41th Pressure
WIDTH VARIES 6 Rain Bird PE Shrub Spray 56.86 54.Ocl ICI.ICI l.7q In/h
Regulatirg Device. 116
1402 1408 '7 Rain Bird FEB Turf Spray 55.51 46.51 15.r-14 1.44 In/h
05 Rain Bird FEB Shrub Spray 52AI 4a.45 15.52 2.5,51 In/h
0/
FINISHED GRADE X 11\ A 13 A M
Rain Bird la04-1400 Flood
1401 1404 q Rain Bird FEB Turf Spray 54.55 55.56 16.14 2.11 In/h 0
Flood Bubbler 4.0" popup
10 Rain Bird FEB Shrub Spray 34.03 50.54 13.51 IA5 In/h E
BACKFILL AS SPECIFIED 11 Rain Bird FEB Ill Turf Spray 53.10 50.02 15.65 2.45 In/h
,:7
Z 12 Rain Bird FEB Turf Spray 52.66 41.41 6.00 5.51 In/h
N 0 0/
DRIP TUBING SYMBOL MANUFACTURER/MOVEL/DEBORIPTION
is Rain Bird FEB Shrub Spray 52A& 51.05 15.60 1.66 In/h
N
X< 14 Rain Bird FEB Ill Shrub Spray 32.15 4cl.25 15.03 1.14 In/h
NATIVE SOIL BACKFILL 00 Rain Bird XOZ-100-FRB-OOM
COMPACT TO 95% COMPACTION 15 Rain Bird XOZ-100-PRB-COM I Area for PrIplino 52.05 5cl.15 2A5 0.35 In/h 0
Medium Flus Flopq Drip Control Kit for Commorclal
0
LU
Applicotions. I" Ball Volve YqIth Ill FES5 Volvo
C'4 Z and Ill Pressure Regulating 40psi Gulak-Chock
PVC MAIN LINE 2� Basket Filter. 39pm to 209pm.
LATERAL LINE
Cn 1 Cm
GENERAL NOTES
Flush Volvo UJ L.
X co NONUNION!
011
5/4" PVC, boll valve in 10" valve box. 1. THIS DESIGN 15 DIAGRAMMATIC ONLY. VERIFY ALL DIMENSIONS IN FIELD. ADJUST LAYOUT
0''
A
AS NEED TO ACCOMMODATE SITE CONDITIONS AND CONSTRAINTS. NOTIFY LANDSCAPE
Q Rain Bird ARV05O
BACKFILL WITH CLEAN NATIVE SOIL MAINLINE. 1/2" Air Relief Volvo, made of quality rust -proof ARCHITECT IMMEDIATELY IF CONDITIONS DO NOT ALLOV4 INSTALLATION AS INTENDED.
'76PS1 STATIC, PRESSURE
OR SAND IF NECESSARY, COMPACT
-PNED NITHIN THE FOLLOYqINC7 PARAMETERS:
2. SYSTEM 19 DE51C
-1XI5
TO 90% OPTIMUM DENSITY. materials, v4ith a 6.0" drip valve box (SEB ME SUPPLY LINE FROM MAIN TO METER. ADJUST
57PM SAFE VOLUME, I' -TER Y41TH I'
CONTROL WIRES 20.2C
ALLOW 48 HOURS TO SETTLE, emitter box). Use Y41th installation boloysi soil. The
NOZZLES AS NEEDED TO AVOID OVER SPRAY ONTO PAVEMENT AND DIFFER N
I G
AND BACKFILL AND COMPACT valve Y01 ollov4 air to escape the pipeline, thus
WITH NATIVE SOIL. HYDROZONES, YSIHILE MAINTAINING 100% (HEAV-TO-HEAV) COVERAGE.
preventing vqater hommor or bloakago. 3. A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED FROM THE CITY PUBLIC Y40RKS
LO
DEPARTMENT. PRIOR TO FINAL ACCEPTANCE PROVIDE THE CITY OR055-CONNECTION
Area to Receive DrIplino
4" MIN. BEDDING IF REQUIRED CONTROL SPECIALIST NITH A COPY OF THE BA0KFLOkN TEST REPORT. TEST REPORTS CAN
Rain Bird XFS-P-06-15 (24) RESUB
BE FAXEI? TO 425.144.6051 OR E-MAILED TO LIN12A.NZHJRFW0EVt��J90N(_
4" MIN. 4" MIN. XFS Sub-5urfor-a Pressure Compensating BACKFLOY4 TESTINCS, VSIILL BE REGUIRED ON AN ANNUAL BASIS THEREAFTER MAY 0 6 2015
Landscape Dripline iN/Ooppor Shield Toahnologg.
0.66PH emitters at 18.0" O.C,. DrIplino laterals G DEPARTMENT
spar-ed at 24.0" apart, vilth emitters offset for Ilu OF EDMONDS
triangular pattern.
I f% A I I occf%nc v^i i nuft-1111 I
n�
NOTES:
1 . USE PLANT STARTER SOLUTION
DURING PLANTING OPERATION.
FEED AS SPECIFIED.
2. SHRUBS SHALL BEAR SAME
RELATION TO FINISHED GRADE AS
IT BORE TO PREVIOUS EXISTING
GRADE. TOP OF ROOTBALL SHALL
BE I" ABOVE FINISHED GRADE
2" MULCH
SAUCER
REMOVE BURLAP FROM TOP
Y2 OF ROOT BALL
SHRUB PLANTING DETAIL
SCALE: 1/2" = V-01"
PLACE TOP OF
ROOTBALL 1 " ABOVE
LEVEL GROWING IN
NURSERY
DIG THE PLANTING
PIT AT LEAST
TWICE THE SIZE
OF THE ROOTBALL
TILL COMPACTED
SUBGRADE AS
SPECIFIED
REMOVE BURLAP
FROM TOP Y2 OF
ROOTBALL
CONIFER PLANTING DETAIL
SCALE: 1" = l'-O"
FG
z
ce)
SPREAD ROOTS OF BASE
ROOT PLANTS OUT OVER
CONE OF HAND -FIRMED
TOPSOIL
CONE OF HAND -FIRMED
TOPSOIL FOR BALL &
BURLAP PLANTS
NOTES:
1. FERTILIZE & WATER AS
SPECIFIED FOLLOWING
PLANTING.
2. SEE SPECS FOR ADDITIONAL
INFORMATION
3. SEE STAKING DETAILS.
COVER SOIL
LOOSENED AREA
WITH 2" MULCH. KEEP
MULCH 3" AWAY FROM
TREETRUNK
SOIL BACKFILL
(SEE SPECS)
PLACE ROOTBALL ON
SOLID SOIL
po
WIDE BRANCH
ATTACHMENT
STRONG STOUT STEMS AND BUDS
REMOVE BURLAP FROM
TOP HALF OF ROOTBALL COVER SOIL LOOSENED AREA \NITH 2"
lqp BARK MULCH. KEEP MULCH 3" FROM
TREETRUNK
ROTOTILL w
3:
COMPACTED 0
SUBGRADEAS z
SPECIFIED 9
DIG THE PLANTING PIT AT LEAST 2
TIMES THE SIZE OF THE ROOTBALL 0
0
im
0
NOTE:
1. FERTILIZE AND WATER AS
SPECIFIED FOLLOWING PLANTING. SPECIFIED TOPSOIL
2. SEE SPECIFICATIONS FOR
ADDITIONAL INFORMATION. PLACE ROOTBALL ON SOLID SOIL
3. SEE STAKING DETAILS
DECIDUOUS TREE PLANTING DETAIL 3
SCALE: 3/4" = 1'=O"
ILL
ILL
m
F-
LL
c
F-
ILL
3:
ce,
CN
CONIFER TREE STAKING
SCALE: 1 " = l'-O"
" CHAIN LOCK TREE TIE
0 LODGE POLE STAKE.
:'LACE OUTSIDE ROOTBALL
DECIDUOUS TREE STAKING DETAIL
SCALE: 3/4" = V=0"
__l "mm-04 SW = - E
,K TREE TIES
E STAKE. PLACE
3ALL
TRATE 12" MIN. BELOW
,NTING PIT
r-2" MULCH
1 FERTILIZER TABLET
V 1 17
SPECIFIED TOPSOIL
L11 I I I I I I—. I I I
GROUNDCOVER PLANTING DETAIL
SCALE: 1 " = l'-O"
RESUB
JAAY 0 6 2015
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A
CONCRETE VIEW
4
1 10
MAX FORMLINER
DEPTH
120"
76" MOLDuSONDED
PLYWOOD -48"-
SECTION A -A
FORMILINER DETAIL
DECOROVE RETAINING W&L DETAIL
SCME. ffis
NOTE: SEE STRUCTURAL DRAWINGS FOR ADDMONAL RETAINING WALL DETAILING
6' WROUGHT IRON FENCE TO BE ATTACHED TO TOP OF WALL SEE DETAIL 8/Al.1
--IGHT----WLCULATIONS
A= + 99.7
B= +103.1'
C= +101.26'
D= +105.11'
AVERAGE= + 102.3
ACTUAL RIDGE ELEV. = 49.7
MAXIMUM HT. = 177.3
MAX HEIGHT
177.3'
PROPOSED HEIGHT
149.7'
FINISH FLOOR
AVERAGE GRADE 102.,
NOTE — DATUM REFEREb?CE
BENCHMARK —
REFEREN�,E )POINT 14,69 ON CIVIL PLANS
FOUND 4 x4 CON ETE POST WITH INV. NAIL IN
WATER VALVE CA DOWN 0.44 METERS AT THE
CENTERLINE OF INTERSECTION OF 6�th AVE. W
AND 212th S ET SW — ELEVATION 380.426959
%,01i --j CEW15
_j C)_
DATUM POINT
C.B.1 = 100.00,
RIM HGT. 4 0.
3 70. 1 1. PLA
134.25'
N89*16'58"E NEW FIRE HYDRANT .7
SEWER 21 Xiflv w/.
INE MANHOLE 10�1 'ILI POLE
STOP SIG�
41
low
LAN
� 9musilk DSCAF
I - I Sk
GREASE
INTERCEP', R,", iig
LD i
to
x
F-6. 67q
METAL AWNING ROO �01R!370
ABOVE I '4_71--
C85
(4)
SS2
cpX
ST
EW BUS TOP
IGH JGLE
F 67'-,3 2
Ilk
10 j/1 7 '14, 30' 30,
RELOCATE B S STOP
cl 0
BUS
.7 4'-0" MIN. FROM PROPERTY
LINE TO C OPY EDGE
12
(3 NEWCONC E
CURB AND �UTTER
4
A
.4 1 . . - . _Z: 4
c KNOX Box
—7
4 13
4
7�
to _6 AS ETER NEW CONC. Q9111"
SIDEWALK
-4
00
NOX 0 FE 13
:A
_j 41: 04
Z_ CB9 ui ce8c:
00
4"
.52f 7_�
L6
RAINAG NEW 5' CONfo
5' STORM D +
A (0 SIDEWALK
EASEMEN 1 0 CN
REC. NO. 211122� of 5'
—81 E3'-8? 19'-4 0 811
c4
'_0 <�D 41) 31" 43'
"151
0
370-5*0 -N, z 4
— — _-406
ro 2 ui
IL A A
12 C14
z
04
DECORATIVE
RETAINING WALL
DOOR KEY PAD
SEE DETAIL
THIS SHT c +101.2
NDSCAPE 7 LANDSCAPE
—1-000
C8
-TRASH.ENCLOSURE (1). 4"0 BOLLA DS"
LO PE�R- QTY STANDARD
N SEE DEIWL 1/Al. FILL SOLID W/ CONC. go
0 '5 of f 50 459
z 4 f
0, Ld
co (L
Ld
LLJ
40�?
z —7
0
9 r _j 6
�w 40" .3 ORAG 45
.5 L4SCAPLP-8
a �wl 0 1\ jLDSCAPE
C816 V_ Nl:lf
@ '18'11'W
I-0 w
LO Q1 z
00 ENERATOR Wto Co.
%.; —
RANSFORMER 41LOCK SCREEN-v`
W VERIFY AkL
C06ANCES RETAINING WALL
SE�, DETAIL SEE STRUCTURAL
14 All
NOTE — GENERATOR
E GENERATOR IS A GENERACK NATURAL GAS GENERATOR
DR MORE INFORMATION SEE ELEC. PLAN SHT. E6.2)
7
'1 - . 1 4 .4 p
41'
I
D + 105.
' -
11
t
16'
MOWJ\MENT
IGN
4
Cli
37'-11
2
10
IJAND8CAPE
36
LO
'08.88,
c b
____4
4
SS1
SITE PLAN,
SCAM 1"=20'
0 10 20 40 100
PROPOSED ALZHEIMER FACILITY
OCCUPANT USE S-2/R-2
BUILDING TYPE 2A & VA
BUILDING HEIGHT: 3 STORIES =46'-6"(MAX. HGT 75'-0'
BUILDING SETBACKS:CORNER LOT & STREETS-4', SIDE—O'
FIRE SPRINKLER SYSTEM PER-IFC 903.3.1.1 TO BE TYPE 1
FIRE ALARM SYSTEM TO BE A FULL COVERAGE ADDRESSIBLE SYSTEM
PROPOSED BUILDING SQUARE FOOTAGE = 70,897 S.F.
FIRST FLOOR = 25,678 �16,153 PARKING & 9,525 BLDG.)
SECOND FLOOR = 23 57
THIRD FLOOR = 23,986
FLOOR AREA RATIO
SQ FT OF BLDG. FOOTPRINT = 25,678
SQ FT OF LOT 50,496
,678/50,496 50% LOT COVERAGE
DWELLING NITS
36 PRIVATE UNITS @ 301 S.F. EACH
4 1—BED SEMI —PRIVATE UNITS @ 258 S.F. EACH
20 2—BED SEMI —PRIVATE UNITS @ 408 S.F. EACH
60 TOTAL UNITS
80 TOTAL BEDS
PARKING REQUIRED
1 SPACE/3 BEDS -- 27
-PARKING PROVIDED
GARAGE PARKING 35
OUTSIDE PARKING 10
TOTAL PARKING PROVIDED = 45
43 REGULAR STALLS & 2 HANDICAPPED STALLS
(1 VAN ACCESSIBLE)
OPEN SPACE CALCULATION
SQ FT OF LOT = 50,496
BUILDING FOOTPRINT 25,678 SF — 50% OF PARCEL
MAIN DRIVEWAY & PARKING: 13,035 SF
SIDEWALKS : 1,273 SF
REMAINDER OF LOT OPEN SPACE/LANDSCAPED:
10,510 SF
RESIDENTIAL OPEN SPACE: 37%
2nd FLOOR INTERIOR COURTYARD AREA 1,351 S.F.
3rd FLOOR INTERIOR COURTYARD AREA 1,122 S.F.
TOTAL COURTYARD AREA 2,473 S.F.
NOTE
A SEPERATE PERMIT IS REQUIRED
FOR FIRE ALARM AND HOOD
SUPPRESSION SYSTEM
208TH STSW
Lu
210TH ST SW
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z
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LEGAL DESCRIPTION Sides WIS 1+ 1
PARCEL NO. 00566900500101 ear
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LOT 1 AND LOT 2, BLOCK 5 SEATTLE HEIGHTS DIVISION FOUR, ACCORDING
TO THE PLAT THEREOR RECOREDED IN VOLUMN 9 OF PLATS, PATE 11, ei t
RECOREDS OF SNOHOMISH COUNTY, WASHINGTON
13LV,z-:�o 15, vv-7
EXCEPT THE WEST 1/3 THEREOF In
SITUATED IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON
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CONTAINING 50,495 SQ-Fr MORE OR LESS c2l"REET FILE"
nECFIVED Sheet No.
SEP 3 0 201�
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DEVELOPMENT SERVICtS
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.......... ....... .. .... .. LEGAL DESCRIPTION.
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. . . . . . . . iRRIGATION LIN30 f_1 DCVA
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.. . . . .. . . . . . . . . . . . . 10 .. ... . . . .. . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . ghown on beef
. . . . . . .. . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . Location
.. . .. ... . . . . . .. . . . . . . . ss ss, I ___ - - _7�_ - LOT I AND LOT Z BLOCK 5 sEATnE Haws DiwsyoN FOUR,
.. . . . . . . . . . . . . . . . ... . . . . 5so . . . . . . . . . . . . . . . . . .
_ss
. . . . ... . . . . . . . . . . . . . . . ss- ACCORDING TO THE PLAT 1HEREOF RECORDED IN VOLUME 9 OF PLATS�
... . . . . . . . . . . . . . . . . . . . . . . . . . . Date. PAGE 11. RECORDS OF SNOHOMW COUNTY. WASHINGTON
s . . . 'I -
........ CCS Approved By:
ss ss sz . ..... ss ss s-__
Top
S�
SS4 . . . . . . . i Fire Dept Concurrence D�l
j I I . � EXCEPT THE IVEST 113 THEREOF
54
Daft.
:208; . . . . . . . . . . . . .
CWHPImVerifitntin. Bp,.
ATE OF WASHINGTON
*E
STUATED IN THE COUNTY OF SNOHOMISH, ST
. . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . .
FOUND REB4,111,1,,, BUS
lur PARCELAREA
............ .
1 7/77/ . . . . . . V)
Of U)
0. 12'N- 0. 06'E . . . . . . PARCEL NO. 005669-005-001-01
N. 50,495 SO. FT 1. 16 ACRES
PROJECT INFORMATION:
SEE SMMT C16.1 FVR DATUM
4 4
FRWAGE AfRONOMM
. . . . .. OWER. EDMONDS MEMORY CAR& UC
NAVD 88
. . . . . . . . . . . . . . . . Ill STREET N& SUITE 200
. . . . . . . . . . . . . . .
OLYMPIA, WA 98501
. . . . . . . . . . . . . . . . .
(WO) 52,�.�
RETAWM WALL . . .
'30"
PARCEL NO. JEFF VATES
IDEM or OHM 36 CONTACT
. . . . . . . . . . . . . . . . . . BENCHMARK
005669-005-001-01
. . . . . . . . . . . . . . . . . . . . . . ENGINEER: ENCOMPASS ENGINEERING & SURWYING
A VENUE REFERENCE POINT NO. 1469
EDGE OF 21006 72nd . WEST . . . . . . 165 NE JUNIPER STREET; SU17E 2M
ASPHALT
. . . . U7
FOUND 4*x4w CONa?M POST *17H INV NAIL IN WATER VALVE CAS&
Bus * I
.......... . . . . . . . . . . . . . . . . . . ISSAQUAH, WA 98027
DOW 0.44 AIETERS� AT THE CENTERLINE OF THE INTERSECTION OF
. . . . . . .. . . . . . . . . . . (425) 392-0250
68TH AVENUE IN AND 212TH SIREE1 SW
......... RA Y MILLER, P.E. MEVA 710N=380.0-426959
. . . . . ... . CONTACT'
. . . . . .... . . .
.... . . . . . . . . . . . . . . . . . .
ZONING DESIGNATION. CG2 (GENERAL COMMERCIAL)
4'� CYCLONE FENCE
. . . . . . . . . . . . ACILITY
.,,oce ........ ....... PROPOSED USE. MEMORY CARE F INSTRUMENTATION
. . . . . . . . . . . . . . . . .
01 . . . . . . . . . . . . . . . 5 SECOND TOTAL STATION.
WATER & SEM SERVICE CITY OF EDMONDS INSTRIMENT USED.
evk
-Ne Vee
7/7�7/L/"
RELD SURVEY WAS BY CLOSED TRAVERSE LOOP4 MINIMUM
LOT 1 CLOSURE OF LOOPS WAS 1:22,000, IN ACCORDANCE VWTH
0\10
BLOCK 5 WAC M2-130-090.
uj
F SEA TTLE HEIGHTS DIVISION FOUR . . . . . . . . . . . V)
.4.
. . . . . . . . . . . . . .
VOL. 9, PG. 11 CONTRACTOR RESPONSIBILITY.
....... qPFr.IAI FXr.FPT10Nq
2087H ST SW
210TH ST SW
212TH ST SW
. . . . . . .
CONTRACTOR AGRUS TO ASSUME RAE mu Cummut imwmamir rum JOB wir
THE SAFE`TY OF ALL PERSONS AND PROPERTY, DURING THE
. . . . . . . .
BLOCK CCND1770NS� INCLUDING
WALL COURSE OF CONSTRUC77ON OF THIS PROECT, AND THAT THIS REQUIREMENT SHALL PARCEL NO. 005669-005-001-02
. . . . . .
APPLY CONIINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS THE CHICAGO 711LE COMPANY OF WASHINGTON
.. . . . . . . . . .
. . . .
. i CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OMER AND THE ENGINEER COMMITMENT NO. 500005353 - AMENDMENT I
HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECIION 107H THE
PERFORMANCE OF WORK ON THIS PROECT, EXCEP71NG FOR LIABILITY ARISING FROM 1HE 1. RIGHT. 717LE AND INTEREST OF THE OWER OF LAND ADJOINING
SOLE NEGLIGENCE OF THE OWER OR THE ENGINEER ON THE SOUTH AS M THAT POR71ON OF SAID LAND LYING
si
�LSPN
BETHEEN THE FENCE AND THE PROPER7Y UN& AS DISCLOSED BY
SURVEY AS SET FORTH ON AUGUST 14. 1984 UNDER RECORDING
NUMBER 84=45WI
. . . . . . . . . . . . . . . . ..
..,ked
4500 . . . . . . . .
A 0i ........ DISCREPANCIES.
....... ........ us ...
we qwn delcell R1 . r10
ul. 4* . . . 10" XI PARCEL NO. 005669-005-001-01
X, * .. I I - IF THERE ARE ANY DISCREPANCIES BETWEEN DIMENSIONS IN DRAWNGS AND E STING
.04 BRING SUCH CHICAGO 711LE COMPANY OF WASHINGTON
C4 COND17IONS *RICH WU AFFECT THE WORK, 7HE CON7RACTIOR SHALL
oe LOT 2
E)13622 de BLOCK 5
�e� ko 5' STORM DRAINA . . . . . . . . . . . . . 'ORE COMMITMENT NO. 50OW5348 - AMENDMENT I
. . . . . . . . . . . . . . . .. DISCREPANCIES TO THE ATTENTION OF THE ENGINEEI? FOR ADJUSTMENT BEF
SEA TTLE HEIGH TS DIVISION FOUR
\k . . . . . . . . . . . . . . . . PROCEEDING MTH THE WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE
..............
. . P ...... VOL. 9, PG. 11
REC. NO. 2111223 PROPER nTnNG OF ALL mw AND FOR THE coommAlION OF ALL TRADM 1.* EASEMENT GRANTED TO SNOHOMISH COUNTY FOR 300 STORM
.......... j� ....... ...
SUBCONTRACTVRS� AND PERSONS ENGAGED UPON THIS CONTRACT DRAINAGE LINE AFFEC71NG THE REST 5 0 FEET OF THE EAST 104.4
6' CYCLONE FENCE FEET OF THE KST 2Oa87 FEET OF L07S 1 AND Z RECORDED
..............
SEPTEMBER 3. 1969 UNDER RECORDING NUMBER 2111221
. . . . . . . . . . A
EDGE OF
CONCRETE . . . . . . . .
X.
SHEET INDE
. . . . . . . . . . .
0
DEM BY ......
TITLE
COVER SHEET
C1.0
GENERAL NOTES (CITY OF EDMONDS)
ci.i.
EXISTING CONDITIONS
C2.0
TESC PLAN AND TRAFFIC CONTROL PLAN
C3.0
TESC NOTES DETAILS
C3.1
HORIZONTAL CONTROL PLAN
C4.0
COMPOSITE UTILITY PLAN
C5.0
GRADING, DRAINAGE PLAN& VAULT SECTIONS
C6.0
210th ST SW & 72nd AVE. W FRONTAGE IMPROVEMENT PLANS
C6.1
SITE SECTIONS
C6.2
SANITARY SEWER & WATER PLAN
C7.0
SITE, DRAINAGE& UTILITY DETAILS
C8.0
I CITY OF EDMONDS
WILDING DEPARTMEI
\_ 11.%11 1- it _1
UWNt:h C-c-v- ' Vv`-'rLL-"1 -1
STU 0 a FILE INDEX LOCATION.
Im
"El SEC 20 T 27N. R. 04E. W M.
APPROVED
VID" nPPII?TA/Wl��
JUN 2 4 2015
BUILDING DEPARTMENT
CITY OF EDMONDS
. 11
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS I
IDAM:
BY: -
$MET Clwo
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11, . GENERAL NOTES: - I . . I � . . � -..�. . I '�� . I . � . 1.
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. . I CONSTRUCTION. SEQUENCE NOTES: �
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. 1. ALL MATERIALS AND WORK SHOW ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAIM THE
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. . I. SCHEDULE A PRE -CONSTRUCTION MEETING INTH CITY ENGINEERING DIVISION AT 425-771-0220, EXT
. FOLLOWNG SPECIRCA71ONS AND CODES, AND ALL 07HER APPLICABLE LOCAL MUNICIPAL. STA IF, AND FEDERAL CODES, RULES AND - . �
. . . . 1326. TINID DAY (48 HR) N0710E IS REQUIRED. .
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. REGULATIONS- . . � . . I , . .. �. � � I I
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- CURRENT INTERNA71ONAL BUILDING CODE 080 . I ,� I . . . I . I . .. � . � . � .
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. REVIEW.TEMPORARY EROSION AND SEDIMENT CONTROL NOTES.
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- 2014 WSOOTIAPWA STANDARD SPECIRCA71ONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION � I � . . . .
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-. WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR. THE PUGET SOUND BASIN (CURRENT . I � . . I
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1 4. INSTALL IESC MEASURES AND MAINTAIN DUST CONTROL W41LE PREVENTING DISTURBANCE OF ANY �
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STANDARD PLAN AND TYPE NUMBERS INDIC47ED ON THESE DRAMNGS REFEI? TO CITY OF EDMONDS STANDARD DETAIL UNLESS NOTED -, , ,
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5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS
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A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WIENEVER CONSTRUCTION IS IN PROGRESS. � � � I . . � . � I .
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. . . ENGINEERING INSPECTOR. ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST
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� BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND
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- DEMATIONS FROM THESE PLANS MUST BE APPROVED BY THE EAXWEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY � �
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� . . . SEDIMENIA 77ON CONTROL . PRACTICES ANDIOR DEWCES SHALL BE MAINTAINED UN71L PERMANENT
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. VEGETATION IS ESTABLISHED. .
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CONTRACTOR SHALL RECORD ALL APPROVED DEWA71ONS FROM THESE PLANS ON A SET OF NAS-BUILr DRAWNGS AND SHALL. 1
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6. DEMOLISH EXISTING STRUCTURES . . I
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SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAINNGS FOR SUBMITTAL TO THE OWER PRIOR PROJECT I
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COMPLERON AND ACCEPTANCE A SET OF AS -BUILT DRAINNGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TONNAL
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� 7. ROUGH GRADE STE AS REQUIRED TO INSTALL DRAINAGE FEATURES.
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APPROVAL OF THE BUILDING OCCUPANCY11RNAL PROJECT APPROVAL I I - �l � � . I � I ''. � .
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ELEVATIONS SHOW ARE IN FEET SEE SURVEY FOR BENCHMARK INFORMATION. " � � 1. 11 I 11 � '. I .1 - � I . I � .
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-1 a. CLEAR, GRUB & ROUGH GRADE SITE COMPOST AMEND AND REVEGETATE .
1. 1, DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE
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THE LOCA71ONS OF EVS71NO U77 . Ll 1 7 . IMAND 97E F . EATURES SHOW HEREON HAVE BEEN FURNISHED BY OTHERSBY FIELD SURVEY OR � , I
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� STABILIZED PEI? EROSION CONTROL N07ES BELOW .
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OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE . 11 I �
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IT IS THE SOLE RESPONSIBILITY OF 714E CONTRACTOR TO INDEPENDENTILY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOW �
AND To FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOW HEREON NHICH MAY BE AFFECTED BY THE 1.
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. 1 9. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENM
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IMPLEMENTA71ON OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZF, TYPE AND CONDITION OF EXISTING UTILITY LINES - . �.
. AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES, ENGINEER ASSUMES NO RESPONSIBILITY FOR THE I . .
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.. � ,13. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF EN71RE SITE
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COMPLETEIVESS OR ACCURACY OFjHE EMSTING UTILITIES AND SITE FEATURESPRESENTO.ON THESE DRAMNGS. ENGINEER SHALL BE * - . .
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. 14. ESTABLISH LA � NDSCAPING AND PERMANENT VEGETATION. ALL TEMPORARY EROSION CONTROL
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NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE . 11 . I . I . . I � .
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. MEASURES SHALL BE REMOVED UPONFINAL SITE STABIUZA71ON AND APPROVAL BY CITY INSPECTOR.
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CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT 714E UNDERGROUND U77UTIES �
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LOCATION SERVICE (1-800-424-5=) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. . � . I I., .. 1. . ... � . I .
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CONTRACTOR SHALL VOIFY ALL COND17101VS AND DIMENSIONS AT THE PROJECT 97E BEFORE STARTING IVORK AND SHALL N07IFY
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OWERIS REPRESE14TA71VE OF ANY DISCREPANCIES . .11, . i . � . .
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PIPE LENGTHS WERE SHOW ARE APPROMMAIE AND MAY CHANGE DUE TO FIELD CONDITIONS . � � I I . .
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CONTRACTOR SHALL OBTAIN A COPY OF THE GEDIECHNICAL REPORT (RHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE
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HIMSELF MTN THE CONTENTS THEREOF ALL 97E WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WTH THE RECOMMENDATIONS OF , .
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THIS REPORT .. .. � � . I . . 1, . . . I . I �
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Sl I RUCTURAL I FILL MATERIAL AND PLACEMENT SHALL CONFORM TO 774E RECOMMENDA71ONS OF THE PROJECT GEOIECHNICAL REPORT � .
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SUBGRADE SOILS IN ALL AREAS WERE RAIN GARDENS� INFILTRATION OR PERVIOUS PAV04ENT IS TO BE PLACED, SHALL BE DEUNE47ED I .
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AND PR07ECTED AT ALL 77MES FROM CaWFAC71VE AC771477ES 4 HEAVY EQUIPMENT STOCKFYLING). .. I . . .
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MANHOLES. CATCH BASINS� UTILITIES AND PAVEMENT 91ALL BEAR ON MEDIUM DENSE TO WRY DENSE NA71VE SOIL Ol? COMPACTED . .
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STRUCTURAL FILL F SOIL IS D=RBEQ, SOFI; LOOSE, NET OR F ORGANIC MATERIAL IS PRESENT AT, SUBGRADE El"ATION, REMOVE . . � .
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AND REPLACE MTH COMPACTED STRUCTURALm PER GEOTECHNICAL REPORT . . I . � . � � � . .. . �.. �
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SEE SURVEY AND ARCH I 17ECTURAL DRAKINGS FOR DIMENSIONS AND LOCA71ONS OF BUILDINGS, LANDSCAPED AREAS AND 0714ER . I
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PROPOSED,OR EVS71NG SITE FEATURES. . I . . . 1. . .� � I ��' I � � . .. � � I � . . .
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SEE ARCHITECTURAL DRAWNGS FOR PERIMETER FOUNDA71ON DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE .
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DRAIN LINES AND SHALL BE 17GHIIJNED TO THE STORM DRAIN SYSTEM PIERE INDICATED ON THE PLANS . � � I
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ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERA71ON PRIOR TO INSTALLA71ON OF ANY PAVEMENT UNLESS
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OTHERINSE APPROVED BY THE ENGINEER. . . I .. I I . .. 1. " � � I � .
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'TEI?NAL DRAINS SHALL BE CONNECTED TO 714E � . . I .. �
- ROOF DRAINS, PERIMETER FOUNDATION DRAINS� CATCH BASINS AND OTHER EX I . 1.
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STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERMSE . I . � . I I I .. . � . I . � I � � . .
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- ALL FIDOTING DRAINS SERVING BUILDING.% WALM ROCKERIES� ETC SHALL CONNECT TO DRAINAGE SYSTEM DOWSTREAM OF THE :
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SITE STORMWATER DETEN71ON SYSTEM. , . �. I . I.. I I . � . . . I �
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CONIRAC70R SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL STE IMPROVEMENTS INDICATED ON THESE - :
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A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED FROM THEaty PUBLIC WOWS DEPARTMENT PRIOR TOFINAL CONSTRUCTION . .
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ACCEPTANC& PROVIDE TO THE CITY WATER QUALITY TECHNICIAN, A COPY OF THE BACKFLOW TEST REPORT TEST REPORTS CAN BE . .
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FAXED TO 425-744-6057 OR EMAILED TO UNDAMCMURPH)MI(OhMAGID BAaaOW 7ES71NC SHALL BE COMPLETED BY THE
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OMER ANNUALLY THEREAFIER. I. 1 - 1. - . . � . .. - .1 .� I � - �. .
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AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR � I �
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PRECONSTRUC71ON CONDITION IN ACCORDANCE WIN APPROPRIATE REQUIREMENTS AND STANDARDS - . � I � I � . . :
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ALL DISTURBED SOIL AREAS SHALL BE COMPOST AMENDED AND SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE .
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PREVENTION OF ON -SITE MSION AFTER . THE COMPLE71ON OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING - . . .
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AND EROSION CONTROL REQUIREMENTS .' � . I I . .. �. I 1. - .1 . � - 11 � . � . . .
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THE CONTRACTOR SHALL KEEP OFF-STE SIREEIS CLEAN -AT ALL 71MES BY SKEPING. WASHING OF THESE STREETS MU NOT BE
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ALLORED WTHOUT PRIOR APPROVAL . I 1. 1. . �' 1. ... � �. � . .. . �. . .
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. . 11 2& THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. I I . . . .
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, . . 26. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BEn*M FINISHED CONTOURS OR SPOT ELEVATIONS SHOlVN. . - I . . I
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.. � I . . 2z FINISHED GRADE SHALL SLOPE AWAYFROM BUILDING WALLS AT MINIMUM 5Z SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. . . � . � . . � � . . I �
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I 2a CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT , 1, . . . � . I . . I
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. . BRACING, AS REQUIRED.. , . �. . � 1. .. . . I . � � ... I �� .1 1 11 I I 1. . I 11 . � I - �' �- . . � I .. .
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- . . 1 29. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERWCE INTERRUPWONS� � � � . . � � I I .� �. .. �
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. 111. . HYDRANTS WHOUT FIRST OBTAINING. NRITTEN APPROVAL FROM THE FIRE MARSHAL. .... . �. . � '. � � I . � I . I � . I . . . I . I � �. �
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. I. � I . I 30. . COORDINATE AND ARRANGE FOR ALL U71UTY CONNECTIONS� UTILITY RELOCATIONS ANDIOR SERVICE INTERRUPTIONS WTH THE AFFECTED . I . � I .
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� I � . OWERS AND APPROPRIATE U71UTY COMPANIES. CONNEC71ONS TO EVS71NG UTILITIES.SHALL BE MADE ONLY WTH ADVANCE WTTEN I � I � . . �. I I . �
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I . . APPROVAL OF THE AUTHORITIES GOVERNING, SAID U71UIIEI I . . ., .11 .. I... . . � I 1. I I I .. I I 11 � 11 1. . I � I I . I . - I . � I .
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. . . I 31. ALL UTILITIES SHALL BE PLACED UNDERGROUND. I I � I . . . �.. - . , . - ...'..' � "I . . . . � - .1 � .
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I � 32. . EVSjjNG UTILITY LINES IN SERVICE 1011CH ARE DAMAGED DUE TO CONSIRUC77ON WRK SHALL BE REPAIRED AT CONTRACTOR'S . . . � �..� 1. � I I . .
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I � I EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWER"S REPRESENTA71VE PRIOR TO BACKRWNG. � I . I � I I I I . . I � I
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I I .. . 1 33. 1 NEW U71UTY LOCA71ONS ARE GENERALLY SHOW BY DIMENSION, WERE NO DIMENSIONS ARE INDICATED, LOC47IONS MAY BE SCALED _ . . I . I .1 I ''I I . .
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. I . . FROM DRAWNG1 FIELD ADJUSTMENTS SHALL BE APPROVED BY OWER'S REPRESENTA71VE AND CITY. I I ''. . . I . . � . - I I � I . I �
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. . .... 34.. TRENCH BACKFILL OF U71UIIES LOCATED WTHIN THE CITY RIGHT-OF-WAY SHALL BE COMPACTED TO 95.1 COMPAC77ON TEST REPORTS � � I I . . I I . . .
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1. . I . I . .1 . . SHALL BE PROVIDED TO I THE CITY PRIOR TO PAYING. I � I � I . - . . ..�. � . . �� �. . 1. I � I . � �. 1. . . . � . � . 1. I
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. . � . . . . 35. VINERE NEW PIPE CLEARS AN EMS71NG OR NEW U77UTY BY 6' OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN - . . � I
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. ... ... 36. SEE MECHANICAL DRAWNGS (NIERE APPLICABLE) FOR CON71NUA77ON OF SfTE UTILITIES INTHIN THE BUILDING... . � . I . I .
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I � . . 1 37 SEE ELECTRICAL DRAWNGS (WIERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK .- - . . . � � I
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. .1 Ja SEE LANDSCAPE DRAWNGS (WIERE APPLICABLE) FOR SITE IRRIGA77ON SYS7EM. I .� 1. � . I . � � . . . . I . I
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. 1 39. PIPE MATERIAL AND SIGNAGE SUBMITTALS SHALL HE PROVIDED TO CITY, ENGINEERING DIVISION FOR APPROVAL PRIOR TO. INSTALLATION. . I �
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GRADING AND EROSION CONTROL NOTES:
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1. CONSTRUCTION ACCESS ROUTE CONSTRUCTION VEHICLE. . I . � . . I I IL I . . 11 . .
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ACCESS SHALL B& "HENEVER PRACTICAL. UM17ED TO ONE ROUTE ACCESS POINTS SHALL BE STABILIZED � I . I I I L . � . � . .1
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INTH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROAD& � L. . . . . . . I
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. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFAC& THE ROADS SHALL BE CLEANED THOROUGHLY AT , . � . I � . .. . - I I
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THE END OF EACH DAY SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOMjNG OR SNMOING AND BE . . .. . . � . . 1. i . . I I .
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TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA B17HIN 24 HOURS. STREET WA91ING SHALL BE I I . . ll� . . I . .
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2- TEMPORARY ==4EMMLATION CONTROL FACILIZIM, I . � 1. � . . . I . .- .. -
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TEMPORARY EROSIONISEDIMENTATION CONTROL FACILITIES SHALL BE CONSTRUCTED PRIOR 70 ANY GRADING . . L . . � -. 1. L .
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OR EX'MV-SIVE LAND CLEARING IN ACCORDANCE W7H THE APPROVED TEMPORARY EROSIO)VISEDIMENTA77ON - . . . . . .�. % 1. .L � . I . �. . .
CONTROL PLAN. I . � L I . L� I . � I L . � � . � . . � . . .. I . . .
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. 3. STABILIZA 7101V OF EXPOSED SQR-S. . I . . I . - L.. L. L � - I . .. - I . . . I .
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. ALL SOILS EXPOSED BY LAND DIS7URE0NG ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF . � L . 1. � .. -
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EIMPa INCLUDINa BUT NOT UM17ED 70, SOa HYDROSEED(Na OR OTHER VEGE"TATION, PLAS77C COVERING, I I � I � � I . . I �-L... I I . ... I .
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OR MULCHINa SOIL STMPILES SHALL BE STABILIZED OR PR07ECTED VATH SEDIMENT RETENTION BMPS I I . .1. L . . L I . . .
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1417HIN 24 HOURS OF FORMATION GRADING AND MSMUC77ON SHALL BE 71MED AND CONDUCTED IN I � . 1.11 1.11L. L . - � .. I . L � �
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. STAGES 70 MINIMIZE SOIL EXPOSURE ALL LIMPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN . I . I . . I . . . . L -. I . . .
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ACCORDANCE WTH THE MANUAL THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED . . L I
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. TIMETABLE (NO SOILS S-41ALL REMAIN EXPOSED MR MORE THAN TINO DAYS FROM OCTOBER I THROUGH . . � . . - . � I � � L . . . I . .
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APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY I THROUGH SEPTElWaM 30.) 1 . . - � -�. . . . -I.. . . . � . .
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ADJACENT PROPERTIES SHALL BE PR07ECIED FROM SEDIMENT DOW71ON BY APPROPRIATE USE OF � . .. �. .
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. VEGETA71VE BUFFER STRIM SEDIMENT BARRIERS OR nLmm Ows OR muLcHiNa OF? BY A COMBINATION L . I � . I
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OF THEW MEASURES AND OTHER APPROPRIATE BMPS � . � . . �-. . .� L . . I 1. . �.. .. ' I .
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. 5. MAINE21MM- I 11 . I .1 I . . .1 . .. . .� �' . . .. .� I �. L . � � L L I I I
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ALL D709ON AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPEC70 AND MAINTAINED By THE L . �' � �. . . � � � .. . . . .
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OMER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTEIVDID FUNC170N. ALL MAINTENANCE AND . L . . . . . . � � IL I � . . I .
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REPAIR SHALL BE CONDUCTED IN ACCORDANCE IVIH THE MANUAL AND UN71L CONSTRUCTION AND I L .1 L - . I.. ' L L � - .. . L . . I . . . �
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LANDSCAPING IS COMPLETED AND THE POMV71AL FOR ON -SITE EROSION HAS PASSED. I . . � L . L I . . I. . I
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SILTA71ON BARRIERS SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY : . I � I . . .� � . . I
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DURING PROLONGED RAINFALL SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH RAINFALL THEY I L . . . . . . .1. . . .
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MUST BE REWOVIED WiEN THE LEVEL OF DEPOSITION REACHES APPROMMATELY ONE-HALF THE HEIGHT OF I I . . � � . I � .
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THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER 7HE BARRIER IS NO LONG REQUIRED . . I . I % I . L . �
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. SHALL BE DRESSED TO CONFOI?M TO THE EXISTING GRAD& COMPOST AMENDED AND SEEDED AND OR . . . - . I .
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. I SEDIMENT POND MAINTENANCE- THE EmeANKmor OF THE BASIN sHouLD BE CHECKED REGULARLY TO L � � . � I . � � . � .
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ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION I I I . . I . . . . I � I ,� . .
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EQUIPMENT THE EMERGENCY SPILLWAY SHOULD BE CHECKED REGULARLY TO INSURE THAT ITS LINING IS I . � . .L .1 . �. �. � . I . I
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*M ESTABLISHED AND EROSION -RESISTANT THE SILTATION BASIN SHOULD BE CHECKED AFTER EACH � I . . . . . .. . -. . .. � �
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. RUNOFF -PRODUCING RAINFALL FOR SEDIMENT CLEM OUT WHEN THE SEDIMENT REACHES THE CLEAN OUT I I L . I . � . � . .�' � � L . .
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LEVEL, IT SHALL BE REMOVED AND PROPERLY DISPOSED. .. . L I L . I . I . ... . . .
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. AS REQUIRED BY THE CITY, 07HER APPROPRIATE BMP'S TO MITIGATE THE EFFECTS OF INCREASED RUNOFF I � L..� . L I . . .. . �
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FOR CUT AND FILL SLOPES WOCH EXCEED A MAMMUM OF TWO FEET HORIZONIAL. TO ONE FOOT VERITCAL L � I L L . 1. . .
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1 (2. 1), A CONCRE AINING WALL MAY BE REQUIRED. ALL 07HER CUT AND FILL St. BE A . . L I I . L
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I 8L UNDMGROUND u*qUTY CONSTRUC17M, . . ''. . . . I I . I . I . :' �
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THE WNSMUC77ON OF UNDOGROUND U71UTY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWNG., . L.. . . .�. - . . ... �
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a)EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIAL% I L i� . .. , . . IL . . I
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b)IHE PLACEMENT OF EXCAVATED MATERIAL WiERE CONSISTENT 917H SAFEW AND SPACE I LL . ,� I .. . � . I . � , . .
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c)TRENCH DEWATERING SYST13WS (MUST DISCHARGE INTO SEDIMENT TRAM SEDIMENT POND.% OR OTHER . . ��. ' . I . I . . . I., L . . . . L I .
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ACCEPTABLE MEANS). I . I I I I . 1. � . .� L .. � I I..- I I � . L. .
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d)TRACKING AND SPILLING OF MATERIALS ON SlRa-M DUE To HAULINQ . I . . ' - I I." -.1 .. I
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e)DAILY CLEANUP AND SIREEI MAINTENANCE. I 11 . I - . . . . . .- L.� . . - . � . �
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JUN 2,4 H15
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BUILDING DEPARTMENT
CITY OF EDMONDS
UCTION
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In .21 12" . .. I . .. I
2127H ST SW
2151H ST SW
MHOMISH COUNTY
SOUTHWEST RECYCLING
& TRANSFER STAT1ON
HAUL ROUTE
ISRUPTION FEES
RUPTION FEES WU BE CHARM F'VR CLOSURE OF SIDEWALK,
DIOR PARKING AREAS BEMD 72 HOURS. CONTRACTOR SHALL
licAir PROPOSED AREAS OF aosuRE AND wE EmATED
?AnON OF aOSURE, SIDEWMXS� OR AT A MINIMUM THE CURB,
DULD REMAIN IN PLACE FOR AS LONG AS POSSIBLE. DATUM DISRUPTION FEES
NAVD W DISRUF"HON FEES MU BE CHARGED FOR CLOSURE OF SIDEWALK,
ANDIOR P,4RXING AREAS BEY= 72 HOURS CONTRACTOR SHALL
DDITIONAL TESC NOTES PER CITY INDIC47F PROPOSED AREAS OF CLOSURE AND THE ESTIMATED
WRA71ON OF CLOSURE 9""a OR AT A MINIMUM THE CURB,
rWO (2) FT SANCUT IS REQUIRED FOR PAVEMENT RESTORATION IN SHOULD REMAIN IN PLACE FOR AS LONG AS POSSIBLE
RIGHT-OF-WAY BENCHMARK
REFERENCE POINT NO. 1469
ONE OF 714E EMSTING WATER METERS TO BE USED TEMPORARILY
FOR WATER SUPPLY DURING CONSTRUCTION. FOUND 4*x4* CONCRETE POST MTN INV MAIL IN
WATER VALVE CASE; DOW 0.44 MEMM AT THE
E)aS71NG ONSITE STORM SYSTEM TO BE ABANDIDNEDIMNOVED CENTERLINE OF THE INIMSEC71ON OF 68TH
AND CAPPED AT EX C814 IN GUTTER LINE ON 210th ST SW AVENUE W. AND 212TH STREE1 S.W.
ELEVAIION=360.0426959
ALL NEW ELECTRICAL LINES TO BE PLACED UNDERCROUND SHALL LEGEND
BE UNDER A SEPARATE PERMIT
VNISTRUCTION FENCE X m SILT FENCE SEE SIEET C3.1 FOR DETAIL
A CHAIN LINK SITE PROTEC71ON FENCE IS INSTALLED, IT SHOULD CLEARM LAW
LOCATED EN71RELY ON PRIVATE PROPERTY AND NOT BLOCKING
Y SIDEWALKS. S1M MIN JNLEr FROIECM - SEE SHEET C&I FOR MTAIL
. .........
*020�- 1
ROAD WM AHEAD
IV20-1
ROAD WORK
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DATE 04117115
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS . I
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JUN 214 2015
BUILDING DEPARTMENT
CI-1Y OF EDMONDS I
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE: 7.01 A
BY. \/Z -; rn Ao
crry IGINEERING DIVISION
SWET C3W
UNE TABLE
UNE
LENG7H
BE41WNG
Ll
100
N88W'5rE
L2
0.52
NWW53*E
L3
t86
M0222-14aw
L4
3-55
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L5
6-18
N0277#26*W
L6
267
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L7
ZJI
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La
.220
N8740*36*E
L9
248
N87V46*E
L10
0.69
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01
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L12
N87*3959*E
L13
0.67
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L14
71.12
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13.56
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CURVE
TABLE
CURVE
LEM07H
RADIUS
cl
21.59
24.59
C2
11.04
24459
W
4.65
100
C4
4.71
loo
CS
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C6
4.71
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C7
15.52
10.00
Cs
1192
10.00
C9
23.23
15LOO
2189
15LOO
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3a 77
25LOO
C12
13.34
10.65
C13
6.28
.4.00
C14
6.28
too
C15
14,44
10.00
C16
C17
13.15
21.Wj
23.00
2100
RESUB
JUN 2 4 2015
BUILDING DEPARTMENT
CITY OF EDMONDS
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE: col >.a 11.5
-"- C WGINEERING DMSION
rFY
L- --------------- -
4 A
.......... ..
. . . . . . . . . . . . . .
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Callbefore you dig.
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AEE�F NEEN
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0 5 10 20
1 k I
, MR
SCALE 1 20'
RESUB
JUN 2 4 W5
BUILDING DE ENT
CIV OF MUNN
ED
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
.0
DATE: LA 7,q I-)
BY- I A (11
V..%o — -
CITY �GINEERING I DIMSION
—c .0
SW 114 OF SW 114 OF SECTION 20, T. 27 N., R. 04 E, W.M.
CITY OF EDMONDS, STATE OF WASHINGTON
FLOW CONTROL
STRUCTURE
NON-SHR1W GROUl' Ir PC pm':
COUPLING V--w MAx CONTRO1- DEVICE
(Opuofkd) ASSEMBLY TO BE
RBOVABtE FROM
oil-
Ir PVC PIPE Sfusez
A.
PVC PIPE CROSS*
GOW (IW)1�
(18702-)
127 Pvc "prims w/
ORIFICE 0.51 r I MIN
DOUBLE GASKEr
DwAErER* 11-r mAx
AND ADHESIVE
BONDED SAND FINISH
ON EXTERIOR. MIN 7' LONG
DRILLED ORIFICE
IN PVC INSIDE
CAP PLUG
CAULK SPACE BETWEEN
PVC ADAPTER AND PIPE STUB —
DETAIL A CONNECTION
& CONTROL DEVICE,
0'
-�—LADDER OR
- A
�O 5 10 20
SCALE 1 20'
0000 E, 62 4,W
V x 12"L
IN STANDPIPE
Ic Pre
CONNECTION AND
PMYPROPYUEMME
CONTROL. DEVICE
(SEE DEIIAL A)
oun.Er 14M
OUW LWTION
(1w to 315.)
CATCH BASIN TYPE 2
FINISHED GRADE PER WDOT STANDARD
CWCH ANCHOR
PLAN B-10.20-01
WIRE ROPE
CUP (SS)
NOTCH WEIR —
DEFORMED
ROD (SS OR
-MMINUM)
SUMRT(2 FWD)-/
LENGTH TO Frr
rL —
CONTROL
SEE DETAIL A
DETENTION PIPE -
PVC PrE &
CROSS
MATERIAL rftl* 5 LF 12- PVC
FLOW CONTROL
STRUCTURE
PIPE SUPPORT
FLOW CONTROL STRUCTURE shown w./aPE 2 MANHOLE
DETAIL B
(DoWs A & B aWl opply to all defto wim a otww gow wo uw 0%mift ap*)
*SPECIFIC DESIGN INFORIATM AS IND=70 ON APPROVED CONSTRUCTION Dit"INGS
NOTE - Irmwt of detwftn pipe in axwft" dxffi be *qual to or hWw ftn Um Ir"t of ft oum *0.
PRIVAT&Y-OWNED CONTROL. STRUCTURES SHALL W BE PLACED IN CITY RIGHT-OF-WAY
C: -E-0- m* .0
IN.
STANDARD
DETAII
FLOW CONTROL STRUCTURE
...................... I
97e
0.1 X
FOOM
115w=04 . M.
AROM VAMT
r/1
7 4 1 F
Lir AIMACE
STORAGE DEPW
-MOD
BOTT01111 OF WE STORAGE - MIX00 115
BX
At
A -:1 16 77 T.
jEvxw STMGE
OF VAMT =50 ir -
VAI 11 T.Q X-4ft-710W
1`10' (H) STORAGE V%XUME REQUIRED 19,210 CF
SCAM
BENCHMARK: SRXAGE VOLUME PROVIDED 19.344 CF
10-5' (V)
REF-ERENCE POINT NO. 1469 ESUB
FOUND 4*x4" CONCREIE POST V#11H INV NAIL IN WER VALVE CASF,
DOWN 0.44 METEIM AT 7HE CEN7ERL1NE OF 7HE INTERSECTION OF JUN 2 4 2015
687H AVENUE W. AND 212TH S7REET S.W.
ELEVA770N=360.0426959 BUILDING DEPARTMENT
CITY OF EDMONDS
APPROXIMATE EARTHWORK QUANTITIES DA TUM APPROVED FOR CONSTRUCTION
IL@IJ L ,
CUT- 1, 120 CU. VDS
nLL- Z530 CU. YDS
S7RIPPINQ 1,870 CU. YDS
NO7E- 7HESE OUM71IIES REPRESE NT BANK
YARDS ONLY DO NOT ACCOUNT FOR
SHRINKAGE OR SMWNG.
SFEET
12" CONC
I E---:::73 9 8-8-3
cpi
U)
1370-90' MEAS. �1371.70' 'PLAT
N89*16'58"E,
'100 E 2
—MRACIWAY ENTRANCE PEI? C.O.E.
DETAIL E 227.Z T)P.
—SS— SS —S S — SS
L-7— I I
�8" CONC
IE=399.17
-1-2-' eE)N C—
rlE=,399.01
SW 114 OF SW 114 OF SECTION 20, T. 27 N., R. 04 E, W.M.
CITY OF EDMONDS, STATE OF WASHINGTON
CABLE R
TEL R o
PT:Etl
CB3 TB5
SD
210th STREET S.W, FRONTAGE IMPROVEMENT PLAN
SCALE: 1"-20'
STqP
�ST R;'E
VC�
GV
W-
r
134.25
13L. . .
Z�2G *
5
RELOCATE
SGN
SS —SS --
-STOP
A
A
NOTE
PORTIONS OF THE CURBIGUM COULD A
1�'102-\ LOADING ZONE1 SIGN 0
. . . . CENTERED IN LOADING ZONE POTENTIALLY REMAIN ON 72nd AVE, W. BUT
KILL BE DE IN
MLL BE DEZE01NED THROUGH INSPEC17ON
X& I 'D +
X1 SEE r.7AIL
j
IVIH THE ENGINEEMNG DIWSION. NEW BUS S70P
SGN LOCA77ON
ff
A
- — — — — — — — — — — — — — — — — — — — — — — --
0
c()
REMO%f & MW-A'M
T-vin Slam"
Fi BUS STOP SIGN
TO MATCH EVS71NG �25 �4-
242.08' AS SHOW
49-
'14fE
4
N
5,
.5 �WWA�k..
4 4 41—'
4 - < z 4
CD
55 WEW CONC. c
END PLAN
<
CURB AND GUTZEI? 40' BUS ZONE, -CURB
cASHALL BE PAINTED YaLOW
SEE r.O.E DETAIL 60# DROP OFF ZONE
-E 22Z2 FOR SDEWALKJ 'DRiCkY ENTRANCE PER a0ke CURB SHALL BE PAINTED
YaLOW
TRANSITION, TYP. E Z2ZZ TYR c�
S0272'14"E
SS
�Ss SS S 665.16',MEIS. 664.40' PLAT
cf) S---ss
------ SS
_SS u)
SS ss-----Ss `101
CA
1100 cz
SS —IS
CC) SS
72nd AVENUE W.
SS
_—__s Sp —,,n SD Sn -
Lccn1c)) 72 n i
A ::7 SD
t, SD
R:1�
0
UD
> r-
f- 0
F- C)
7-\
72nd AVENUE W FRONTAGE IMPROVEMENT PLAN
SCALE. 1 "-20'
C/L R1W
A
30' R—O—W
EXISUNG ROADWAY NEW 4' NEW 5'
EXIS77NG 20' PLANTER SIDEWALK
2 T
------------ ----------------------- --- r
LI ------------------ -4
----------
SAWCUT LINE IF NECESSARY
REPLACE ASPHALT TO MATCHY NOTE.
EXISTING. SEAL COAT JOINT POR77ONS OF THE CURBIGUT7ER COULD
POTEN77ALLY REMAIN ON 210th ST SW. AND
72nd AVE. W, BUT WILL BE DETERMINED THROUGH
210th ST. SW and 72nd AVE. W SECTIONS INSPECTION WITH THE ENGINEERING DIVISION
N TS
m
co
0
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I z�
CA
ZEEEE7 z
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AND -ACCESS PAD
SCALE. 1"--10'
(FIELD CHANCE)
30' NORTH
m
0 5 10 20
6-ml
1.4
SCALE 1 20'
M
Z-\ <
4
NEW TYPE 5 RAUP
PiR WWOT S PLAN F-40.15--O2
(T-VrPE B)
C)
c(3
0 4 F
01".
15 MINU TE LIMI T
A
Know what's below.
Call before you dig.
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
BY:
C --)�EERING DIVISION
ITY
qTnp ......
iDb*K
WS
--- - --------
.RESUB
JUN 2, 4 B15
BUILDINGFDEEDPARTMENT
CITY a ONDS .
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DAM
BY. '\iZ t A OA AVI,,
CITY INEERING DMSION
SNEET
:CA2 4
SW 114 OF SW 114 OF SECTION 20, T. 27 N., R. 04 E., WM.
CITY OF EDMONDS., STATE OF WASHINGTON
12+00
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...................
........... ........
...................
EVSIING GRADE
......... .
,
. . . .
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. . . . . . . . .
. . . . . . . .. .
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.169.M .. . . . . . . . . . . . . .
. . . . . . . . . . .
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.11,
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P
?OPOSED BUILDING
J�o
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I . . . . . . . . . . . . . . . . .
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.
C4
IN
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F.F= 404.10
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3.14
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k0FiaXb �WE�7
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ao
000
® 04
R
0 5 10 20
SCALE 1 20'
RESUB
JUN 2 4 2015
BUILDING DEPARIMENT
CITY OF EDMONDS
C6.2
GREASE INTERCEPTOR SPECIFICATIONS:
1. PROVIDE AND INSTALL-67 PVC LINES, BAFFLES TEES, AND DROP LEGS.
2. PROPER VEN77NG SHALL BE PROWDED TO ALLOW FREE AIR EXCHANGE
BETWEEN BOTH CHAMBERS.
3. ALL DROP LEGS INSIDE GREASE INTERCEPTOR SHALL BE SUPPORTED TO
GREASE INTERCEPTOR WALLS BY STAINLESS STEEL UNIS7RUT BAR AND
6" CLAMPS.
4. MANHOLE LIDS ON GREASE INTERCEPTOR SHALL BE TRAFFIC RA TED.
5. GRADING AROUND 774E MANHOLE ACCESSES TO THE GREASE
INTERCEPTOR SHALL BE DONE IN SUCH MANNER To PREVENT RUNOFF
FROM ENTERING. THEGREASE INTERCEPTOR.
6. PROWDE AND INSTALL MANHOLE ACCESS COVERS ABOVE EACH DROP
LEG FOR INSPEC77ON AND MAINTENANCE.
NOTE.- WATER SERWCES. TO BEABANDONED
SHALL BE.CUT AND CAPPED AT. TW MAIN.
WORK PERFORMED. BY, THE CITY.
RESUB
JUN 2 4 2015
BUILDING DEPARTMENT
CITY OF EDMONDS
APPROVED FOR CONSTRUCTION
. I CITY OF EDMONDS
DATE: 11614 i
BY: Wth - V��
I . �) ) C17Y V!GINEERING DIVISION
SHEET C7.0
SW 114 OF SW 114 OF SECTION 20, T. 27 N, R. 04 E., WM.
CITY OF EDMONDS, STATE OF WASHINGTON
(NOTE: USE PERPENDICULAR B)
DOECTABLE WARNING
--- --- ------
"d, %
Rl
�j' �"R
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NN
v 'WAN
'A 4.4
My W
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ORM
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iffiul
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ig�
RESUB
3UN 2 4 2915
BUILDING DEPARTMENT
CITY OF EDMONDS
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
rATF! 17-0 15
BY.-
c ENGINEERING DWISION
0
SHEEr Cu. 0
BACKrI LL OEHIND WALL WITH
'1'-0* MIN WIDTH OF CLEAN,
WELL ORAINING GRANULAR
FILL PER MANUFACTURER'S
RECOMMENDATIONS
6' TOPSOIL OR
BLOCK CAP GROUTED IN PLACE
FILL IN VOIDS W1 1/2" TO 3/4:'
u NUS CRUSHEO ROCK OR PER
IN
k(ANUFACTUREq'S RECCMMENDATICNS
v
a.
ROAD SURFACE/
to
silly I
-F
V-0.
ll 6" CIA PERIF RIGID DRAIN
PIPE CENTERED FORIZ. IN
BEDDING. SLOPE TO 06.011,11, AND THIS DISTANCE SHALL
CON\ECT to STORM CRAIN NOT BE LESS TIIIAN
SYSTEM. PROVIDE CLE&NOUrS. LOWER WALL HEIGHT NDISTURCIED NATIVE SOIL
YAT11i A PERMIT AND LOR-COMPACIED GRANULAR
A DESIGN BY A BASE, AS REOUREO
UCENSED ENGINEER.
PRWATELY OWNED BLOCK WALLS SHALL NOT BE CONSTRUCTED IN CIITY R.O.W.
OR OVER PUBUC EASEMENTS
IF WALL ABUTS A PRIVATE DRIVE OR ORIVEWAY,
A 2' SHY DISrANCE SHALL BE MAINTAINED BETWEEN
THE WALL FACE AND EDGE CF ROAD SURFACE
NOTES:
I i MODULAR BLOCK WALLS VATH GECGRID REINFORCING SHALL BE DESIGNED AND STAMPED BY A STATE LICENSED PROFESSIONAL
ENGINEER, IF HEIGHT EXCEEDS 4'..
2. IVOICULAR BLOCK WALLS OVER 4'-0" IN l AND/OR LOCA110 IN A CRIl AREA. CR MEADOWCALE EA11711 SUBSICENCE
LANDSLIDE HAZATRO AREA. REQUIRE A BUILDING PERwr AND MUST BE DESIGNED AND STAMPED BY A STATE LICENSED
PROFIESSO(AL ENGINEER.
3. MODULAR BLOCK WALLS OVER 3'-0' IN HEIGHT MEASURCO FROM ORICINAL GRADE ARE NOT ALLOWED WITHIN BUtLOING
SETBACK MCAS.
C I T Y F E D M 0 IN D S
Fgr�_VI510NS STA'NDARD DETAIL
_" 'y
4 A"c
D. GEBERT 4/27/05 MCOULM BLIDICK WALL
D. GEDERT � g/g/05 DATE SCALE
4/2/07 /1/03 NTS ro I'll
0. GEBERT I I
GROUNO/ROADWAY/FINISH GRADE
(,I
z
GROUND/ROADWAY
r
6. (D
10L
Alf
OL
at
@
�Ii)
Ni SERVICE TAP TO MAIN 91ALL HE ANGLED ANU NOT EXCEED 22 DEGREES
1.
2' <[D TAP) DOUBLE STRAP SADDLE CQUAL TO
to. masrm r 1JETIElt IWIT1121i
i STYLE 202'S
EQUAL TO VBB87-12110-1177
1411PIl litfTnrm $1111,11,11,1111:11 Hill WPAM:
2.
2' BRASS IP BALL CORP
EQUAC TO FORD VE111197-12HEI-1177
3
2 - 2' BRASS srRCET ELLS FOR SWING JOIN-
it. METER BOX MID STATES PLASTIC METER Box (MSBCr
17x30xI8) WITH MSCBC 173aR
4.
COPPER TYPE K SOFT PIPE <2*)
12. 2' TYPE 'K' HARD COPPER
s.
2, mvr X CTS GRIP FITTING
13. SCHEDULE 40 2' PVC CAP OR PLLG REMOVED WHEN
6.
2' FIPT X CTS GRIP FITTING
CONNECTION MADE TO CUSTOMER
7.
BACK SIDE OF METER BOX SHALL BE: SET AT THE
14, 4'X4*XO' CONCRETE BLOCK SUPPORTS
PROPERTY LINE.
NOTE, METER BOXES SHALL NOT BE PLACED IN
15. 2' RESILIENT WEDGE GATE VALVE <FIP X FIP)
DRIVEWAY AREAS.
WITH 2* AWWA OPERATING NUT
8.
2' BRASS Sr ELL
t6. 2 PIECE VALVE BOX - TOP SECTION TO BE RICH
940 STYLE IB* WITH REGULAR BASE SECTION.
9.
METER SPACER TO BE SUPPLIED AND INSTALLED BY
LENGTH TO FIT.
THE CONTRACTOR. SPACER MUST HAVE A MINIl,
OF 9 - 1/4' HOLES DRILLED IN SPACER BODY.
17. WATER SERVICE TO BUILDING INSTALLED AND
W21f-- PROPERTY OWNER RESPONSIBLE FOR
CONNECTED TO SERVICE BY 13WNER/CONTRACTOR.
PURCHASING 1-1/2' OR 2' METER THROUGH T14E
CITY. CITY WILL INSTALL METER AFTER
PURCHASE. IF L-i METER IS USED CITY WILL
SUPPLY REDUCERS TO CONNECT METER.
CITY . -OF EDMONDS.-
Evt
STANDARD DETAIL
APPROVED I
D. GEBERT
10/6/03
FOR 1-1/2' OR 21 METER
WATER SERVIM
_
211 .
INSTALLATION
D. GEIIERT
4/2/07
DATE
_1
SCALE NTS OWG NO.
Est. i
R. ENGLISH
10/04/11
7/24/0L
SW 114 OF SW 114 OF SECTION 20, T. 27 N., R. 04 E., W.M.
CITY OF EDMONDS, STATE OF WASHINGTON
-MAXIMUM TRIENCH-1
PAY WIDTH
(SEE TABLE BELOW)
"--SEE STANDARD DETAIL E2.3
Ln
BANK RUN GRAVEL FOR
TRENCH BACKFILL
(n
',�(1-1/4"
MINUS) CSBC
PER COE MOD
W
9-03.19 OR SUITABLE
W
EXCAVATED MATERIAL
mm, IIIIII:
AS APPROVED BY CITY
:Z� x
ENGINEER (SEE NOTE
0 <
u mi
2 BELOW)
6' M[N
ll
z
BEDDING MATERIAL
0
(5/8" MINUS)
',�CRUSHED
PER
CIL
COE MOD
(L
9--03.16.A.2
61
MIN
(SEE NOTE 2
F,
BEi
f:
in
SEE NOTE
NOTE:
1. MAXIMUM WIDTH OF TRENCH AT TOP PIPE
* 36" FOR PIPE UP TO AND INCLUDING
12" NOMINAL DIAMETER
* I.D. PLUS 18" FOR PIPE LARGER THAN 12"
TABLE 1: MAX. TRENCH PATCH PAY WIDTH
TRENCH
DEPTH
MAX PAY WIDTH
I- -
4'
40"
4' -
10
]
60"
10' -
20'
72"
NOMINAL DIAMETER
2. REFER TO CITY OF EDMONDS MODIFICATiONS TO DIVISION 9 OF WSDOT STANDARD
SPECIFICATIONS. FOR MATERIAL GRADATION AND ADDITIONAL INFORMATION.
3. TRENCH 9ACKFILL SHALL MEET A MINIMUM COMPACTON OF 95% DENSITY PER ASTM D 1557.
..-CITY.m OF. - E.D.M O'N.*D.S
REVISIONS STANDARD DETAIL
APPqO%tD tre
0. GEBERT TYPICAL TRENCH SECTION
Es. ago D.GEBERT 04/02/07 CATE 7/24/01 JSCALE NTS Inwa NEL
R, ENGLISH 10/04/11
LI:
Z
120 VOLT ELECTRICAL OUTLET FOR
HEAT TAPE. INSTA-L IFFAT TAPE
FOR FREEZE PROTECTION
a:
REDUCED PRESSURE
BACKFLOW ASSEMBLY
MIN. EN(,LOSURE 'HOT
'JIALL Be NMEALLED 3' M:N. BOX" OR EQUAL
ON vx_ 047 tICT
9a, "it, rAly
ACCESS FOR UETTR
l .4G.
3/8- X 4- ANCHOR BOLTS
PER IjANLIFACTILRER -
CONCRETE W,3
(2000 PSI
FINISPED
GRADE
Z .
G" MINIMUM
FREE CRAIl
Gl
CCNNCCT TO
INATER i
IMMEDIArmy
ADJACENT TO
i
FLOW
SLEEVE
01P.)
0,l F ApaA 111c st
til W/
Irl BACKFLOW
FREVENTER IN
ENCLOSURE
l 3" MIN.
- UNION
-SJPPORTS
2"
lt:: v
g_1
V
SEE NOTE 6
6x6-W2.qxW2.0
wAF (10l WIRE
FAll -
F i
TYP K Ol CR CINNERS ELECTRICAL PANEL. FRONT V!EW
ArPl EQUAL _�Al OR IN RIGID METER SIDE
(SIZE AS nco..)- CONGUIT PER --ELECTRICAL
PERMIT REQUIREMENTS.
NOTES: SIDE VIEW
1. PROVIOE CITY APPROVED SUPPORT FOR DEVICES LARGER THAN I" OIAMETER.
2. OWNER S`iALL FURNISH, INSTALL AND MAINTAIN THE i OR RPDA AND ALL PIPING AND
APPURrENANCES SHOWN ON THIS Pli RICR TO
3. CITY WILL PROVIDE INSPECTION. INITIAL TEST OF THE RPBA CR RPDA P
ESTABLISHMENT OF WATER SERVICE W!LL BE 0014C BY A STATE CERTIFIED 6AT TESTER
4, REDUCED PRESSURE BACKi ASSOIABLIES SHALL 011 STATE APPROVED DEVICES.
5. ANNUAL TESTING OF RPBA AND RPDA REQUIRED BY OWNER.
6. DIRAIN SHALL BE SIZED I�j A.ccoi WITH AINwA CROSS CONNECTION CONTROL
FIGURE 6-8 (SEE STO DETAIL SHEET E 7.11.1)
7. ENCLOSURES SHALL BE LOCATED O*N PRivATE PROPERY.
CITY' OF EDMONDS
, REVISION$ STANDARD DETAIL
APIl SY I __
D. GE9ERr 10/6/03 Harr Box A$=Ly FOR MMM MeMfIE 111ACKROW MMLY (VIIIA)
ANORPOA
C. GESERT 4/2/07 DATE 6/16/03 SCALE NITS DWG NO. E 7.11
Est 18913 R. ENGLISH O/j4/11
NOT TO EXIC
CLEAN OUTS
RESIDENCE I
ELEANOUT WITH 45*
GBEND AND CAP
CLEANOUT (WYE: WITH CAP I
AND LOCKING LAMPHOLE COVER
CONCRETE LEVELING COLLAR
_j
WATER TIGHT CAP
ISER
z
3:
IN
Off
LJ
0 UJ
0- Z
ILI
V_ n
C 0.
140 4"x6"
CONCRETE
COLLAR
LEVELING COLLAR
LOCKING LAMPHOLE COVER
12" MIN.
CONCRETE PAD
12" PVCZ
SLEIl
6" RISCR-/
4' OR G' SIDE SEWEIR�/
GENERAL CLEANOUT DETAIL
6' WYE AND 45'
AND 1/8 BENDI
6 CITY STUB
12'
4' OR l STDE SEWER
ASPHALT SURFACE
CLEAN OUT DETAIL AT PROPERTY LINE
12" LOCKING LAMPHOLE COVER
(EAST JORDAN IRON WORKS CO.)
6' RISE
(MODEL #: 00366108)
12' PVC SLEEVE
PVC CAP
00.
NOTE:
TYPICAL CL NOUT UNDER ASPHALT SIDE SEWER JOINTS SHALL BE
OR CONCRETE
GASKETED
�.C-1-TY -
OF' ED MONDS
REVISIONS
STANDARD DETAIL
bppw.lvcn ir
CATE
D. GEDERT
6/16/03
SEWER CLEANOUT DETAILS
D. GEDERT
01/06/05
DATE
7/24/01 1
SCALE WG NO.
1 1C 11i
1890-1990
tr .....
I ' 117
Th-
mmi TO elf -At
u 4- IID5r. CC?aiECjjE1I -41 ST,19Z l
�As ACQ'D nY FIRE
- - - - - - - - - - - - - - 1 4-
PRE-ASSENO'LEO. "Ve" 6.
OOH SrAZ4r
Il d,ECK DEl M ASSE'441-y 19,
in,
MIN.
n
MEM WOLF
'R2 W/TRPL OUT AS Fill
_WNSCR %
ACIACIE ACAD� 14 rTl SIALL RE fR EASY Am=
Il 0-4 Ill CLOSE TO l
LI - - - - - - - - -
0YjIll Lil tin (YODEL-L.W. HATC11) 1PEl -0 IIE LOCM10 LAZO0 PEA MA STO PUV- 141
virim IS" OF Il VAtil .1 WAtL FOR MIER LADDER ACCESS Al %HH MICH
�N EXTERIOR PUAN VIEN
40 MIER
1111j, 5,
10 cliCrIl Ur
12 lvjr Oil
.c
6, "'tow.m
FROm ThE FICOR
GENLRAL NOTES:
7 . ACCESSES BY l Hmai: ryp-r im-ic PEccsrRAI4 LOAr; 14-30 rRWll CAD)
V,ITIj SIDE OUTLET Gil DRAIN.
2. VAULT COVER GUTTER ORAIN SHALL CCNHECT to A CRY WELL OR CATCH BASIN.
,A iSOR Sl Nil" Mj"P RLM31E READ
It
3, DCDA MLST BE TESTED EIY A CERTIFIED CIACKIl ASSEMBLY TESTER. THC CDl S-1ALL l 9161l Cti A
Itl WALL rCR EASY UE*ER KAOIlln.
4.. &-L 'CST COCKS MUST BE PROVIO10 KI'll PCV PLUGS.
5, A CITY APPROVED VALVE IS RECUIREO BETWEEN THE SUPPLY MAIN AND RIC VAULT. IINDOCR VERPCAL INSTALLA'
6, VAULT SHALL BE I'll ON PRIVATE PROPERTY AT PROPERTY UNC.
7. OR ColkImERCIAL Gul THAT HNJE NO SEI BACK rECUIPEMENTS, THE DCOA CAI� BE MOull ON II-E WALL A3JACFNT
To THE now wHi n1E ll TICS INTO RIE l (SEE ClCrAIL C 7.19)
I 1A I (I T C) 7J7Q
MINIMUM INSICE VAULT
MCTCR SIZE
APPROXIMATE ECUIP
DIMENSIONS
AND TYPE
DWENSIONS
%.EXCLUDES SIAMESE CONNECrICN)
A
a
c
+
D
LENGTH
� WIDTH
HEIGHT
,l X 3kV,
2'- 9
V- 1"
0'-6"
47-3'
6,
3'- 9"
1 *-2"
0'-B'
5'-fS'
I C-0,
8" X 3/4"
4'-5"
V-4"
0--g-
131 _0
12--0"
to" x I"
C-C"
8 _6
7'-0"
6'-6" 1
CITY - OF EDMONDS
-vi STANDARD DETA:L
acmairm, uDmwff A- m-ft"DW)l
E. GEEERT 6/16/03 (00MW,I"UL71-FA RLY)
189()_ 1 D. GEBERT 10/6/03 1 SCALE JDW No.
D. GEBERT 4/2/07 7/24/0,
4' 1 - 6' MAX
3' x 3' x 3.5' THICK
CONCRETE PAD
AROUND HYDRANT
I CY I-l1i WASI-ED
ROCK. V MIN ABOVE
DRAIN HOLES AND
AROUND HYDRANT TO
uqrTCIMI OF DITCH LINE.
COVER TOP AND SIDES
WITH 1 160N OR
APPROVED EQUAL. ;-zar"17
MOUNT HYDRANT PLUMB
PROV"E 3' MINIMUM CLEARANCE
AROUND HYDRANT
DCUBLE SIDED BLUE RAISED
L11N l BEHIND BACK OF PAVEMENT MARKERS
SIdEWALK
STORZ ADAPTER
9:1
to
ALIGN VALVE BOX EARS
TEE WITH FLANGED
PARALLEL WITH THE WATER
CONNECTION FOR
LINE IT SERVES
HYDRANT VALVE
zz
C3 <
pq as:
< L3
,�-F[NISH GRADE
[RON ADJUSTABLE
FIL x
,e-CAST
MJ 61 R.W. VALVE BOX
GATE
VALVE
STRAINED
JOINTS 7�
10 MIL PLASTIC
GA -LUG OR EOUA
BETWEEN
CM HYDRANT TO,
BLOC' & TEE
+
THRUST
*EARANCE
BLOCK
MIN
CL
FLANGED
BETWEEN
UNDISTURBED EARTH-�/ CONNECTION BLOCKING AND
I2,Xt2'x4' BOLTS
CONC. BLK.
HYDRANT cpxNEcrION PIPE: TO-/
BE DUCTILE IRCIN CLASS 5?_. ANY ta*xta,x4'
INTERMEDIATE JOINTS TO BE CONIC BLK. T111i
RESTRAINED BLOCK
IL
NnTFS:
HYDRANTS AND ALL MATERIALS TC BE IN ACCORDANCE WITH CITY OF EDMONDS
APPROVED MATERIAL MODIFICATIONS LISTINGS.
P_ CONSTRUCT 3' X 3' X 3.5' THICK CONCRETE PAD AROUND HYDRANT PIPE.
HYDRANTS SET IN CONCRETE RECUIRES AN EXPANSION STRIP AROUND HYDRANT BARREL. IN ADDITION,
THE INSTALLATION OF THE HYDRANT ON PRIVATE PROPERTY S14ALL EQUAL OR EXCEED STANDARDS
SET FORTH FOR TFE INSTALLATION OF PUBLIC FIRE HYDRANTS IN THE CITY OF EDMONDS.
3. ALL HYDRANTS SHALL HAVE A 6' MJ BASE * TRAFFIC MODEL PROVIDED WITH (2) 2-t/2' HOSE NOZZLES AND
(1) 4-L/2' NST PUMPER NOZZLE "4 ITH 4' STORZ QUICK COUPLING ADAPTER.
4. PUMPER PORT SHALL FACE THE STREET OR ROADWAY FOR FIRE ENGINE ACCESS.
5. THREE FOOT MINIMUM LEVEL CLEARANCE SHALL BE MAINTAINED AROUND HYDRANT
WHEN PLACING LANDSCAPING
6. FIRE HYDRANTS SHALL BE PAINTED SAFETY YELLOW BRAND- KELLY MOORE (1700-63 SUNBURST YELLOW)
7. 1 PAVEMENT MARKER TO BE PLACED 4' FROM PAVEMENT C/L OR PAINTED LINE ON HYDRANT SIDE OF ROAD.
CITY .OF. ED.MON*DS..,:
RFVI;�l
APPR�3 By Ill STANDARD DETAIL
D. GE6ERT 6/16/03 RRE HYDRANT AMEMBLY
Est. 18cjI3 D. GEBERT 4/2/07 DATE 7/24/01 SCALE Mrs 0.
R. ENGLISH 10/04/11 1
CRAIN FIPE 4- STORZ ADAPTER W/ 120- BEND
(DRAIN TO CRY NELL OR CB)
Cb
V-r- -DOOR SIZE TO BE DETERMINED BY SIZE OF
TRPL REMOTE READ VAULT AND ALLILZ�!�Idll IU
FINISHED Gi DOUBLE LEAF TRAFFIC BEARING LID LL-IH
rh WITH DRAIN. SLOTS L.W. HATCH
m
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6" -5/1 MINUS CSTC COMPACTED
TO 95% DENSITY
1: - -F z :1
4" HOSE CONNECTION (AS I BY FIRE DEPT.) T
LADDER- A.P.WA. STD (PLAN #41) ---
EXTEND OUT AS REOLIRED
TO ALIGN' INITH HATCH
I- - T1_
DOUBLE CHECK VALVES
U.L. APPROVED O.S.Y.
u
2 MINIMUM
GRINNEL PIPE SADDLE
�2 AND STAND#258 OR EQUAL
2" PVC,
10' FLOOR DRAIN
to
-VIASHED DRAIN ROCK
1. ACCESSES BY L.W. HATCH: TYPEE "D'* ( HD-10 PEDESTRIAN LOAD; H-30 TRAFFIC LOAD)
WITH SIDE OUTLET GUTTER CRAIN.
2. VAULT COVER GUTTER DRAIN SHALL CONNECT TO A DRY WELL OR CATCH BASIN.
RESUB
JUN 2 4 2015
BUILDING DEPARTMENT
CITY OF EDMONDS
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS I
DATE:
BY: -
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JOB NO. 14503
DA TE 04117115
SCALE
DESIGNED REM
DRAMW LFM
CHECKED REM
APPROVED REM
CITY TGINEERING DIVISION I
SHEET C8.1
SPECIAL INSPECTION PLAN
GENERAL:
SPECIAL INSPECTION BY A QUALIFIED INSPECTOR IS REQUIRED IN
ACCORDANCE WITH THE 2012 IBC.
QUALIFICATION:
THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL
DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING
OFFICIAL,
REQUIRED VERIFICATION & INSPECTION:
THE SPECIAL INSPECTOR SHALL PERFORM THE VERIFICATIONS &
INSPECTIONS NOTED IN THE SCHEDULE BELOW
INSPECTION & TESTING SCHEDULE
TYPES OF WORK
;_ 1
2012 IBC
SECTION
CAST IN PLACE CONC
REINFORCING STEEL, PLACEMENT.
P
1910.04
INSTALLATION & FASTENING OF PRECAST
PANELS
P
ACI 318, CH 6
PLACEMENT OF CONCRETE
C
1910.10
VERIFYING USE OF REQUIRED DESIGN MIX
p
1904.2
TESTING OF THE CONCRETE FOR SPECIFIED
STRENGTH, AIR CONTENT AND SLUMP
C
1910.10
SOILS
VERIFICATION OF SOIL -BEARING CAPACITY:
INSTALLATION OF DRAINAGE SYSTEM:
PLACEMENT & COMPACTION OF WALL BACKFILL:
C
1705.6
FREQUENCY LEGEND
C = CONTINUOUS P = PERIODIC
SEE REFERENCES AND STANDARDS LISTED WITHIN THE VERIFICATION &
INSPECTION SCHEDULE FOR MEANING OF PERIODIC AND CONTINUOUS
INSPECTIONS.
SUBMITTAL OF REPORTS:
ALL SPECIAL INSPECTION REPORTS AND TESTING REPORTS SHALL BE
SUBMITTED TO THE OWNER, SITE STRUCTURES AND THE BUILDING
OFFICIAL BY THE AGENCY PERFORMING THE INSPECTION OR TESTING.
CONCRETE
CONCRETE REQUIREMENTS:
LOCATION STRENGTH MAX W/C RATIO
FTdS &-GRADE 6LAB- 400OPSI 0 28 DAYS 0.53
PLANK VOID PILL TO MEET PLANK MFGRIS REQUIREMENTS*
PLANK JOINT GROUT TO MEET PLANK MFORIS REQUIREMENTS*
* MINIMUM STRENGTH SHALL BE 400OPSI 0 28 DAYS.
CONCRETE EXPOSED TO WEATHER SHALL CONTAIN 5Y. +I-lY. ENTRAINED
AIR.
MIX DESIGN:
SHALL BE BASED ON FIELD EXPERIENCE OR TRIAL MIXTURES IN
CONFORMANCE WITH THE SPECIFICATIONS..
MATERIAL REQUIREMENTS:
CEMENT: ASTM C150. ADMIXTURES: ACI 301.
AGGREGATES: ASTM C33, WATER: ASTM C94,
PLACING REQUIREMENTS:
PLACING:
PLACE CONCRETE AS NEARLY AS PRACTICABLE TO ITS FINAL POSITION
TO AVOID SEGREGATION. THE FREE UNCONFINED FALL OF THE
CONCRETE SHALL NOT EXCEED 5 FEET.
DEBRIS:
REMOVE ALL DEBRIS FROM FORMS PRIOR TO PLACING CONCRETE.
CONSOLIDATION:
CONSOLIDATE CONCRETE BY SUITABLE MEANS. THOROUGHLY WORK
CONCRETE AROUND EMBEDDED ITEMS AND INTO CORNERS OF FORMS.
CURING REQUIREMENTS:
CURING:
CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A
SUITABLE PERIOD OF TIME AFTER PLACEMENT,
WEATHER CONDITIONS:
ADEQUATE PRECAUTIONS SHALL BE TAKEN DURING HOT AND COLD
WEATHER IN ACCORDANCE WITH THE SPECIFICATIONS,
LID PLANK PLACEMENT:
IN NO CASE SHALL THE LID PLANKS BE PLACED BEFORE THE WALLS
HAVE BEEN ALLOWED A MINIMUM OF 3 DAYS OF CURE. WHEN AVERAGE
AMBIENT TEMPERATURES ARE LESS THAN 50 DEGREES FAHRENHEIT, THE
CONTRACTOR MUST ALLOW A MINIMUM CURE TIME OF 7 DAYS OR
PROVIDE AN ADDITIONAL SET OF CYLINDERS TO BE BROKEN AT THE
TIME OF LID PLACEMENT DEMONSTRATING A MINIMUM CONCRETE
STRENGTH OF 1,000 PSI HAS BEEN REACHED.
GENERAL CONSTRUCTION NOTES
CODE:
VAULT DESIGN AND CONSTRUCTION SHALL CONFORM TO THE PROVISIONS
OF THE 2012 IBC & ACI-350 AS ADOPTED BY THE CITY OF EDMONDS,
WASHINGTON.
CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE
SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS.
DISCREPANCIES:
THE CONTRACTOR SHALL NOTIFY ENGINEER UPON FINDING ANY
DISCREPANCY OR OMISSION IN THE DRAWINGS OR SPECIFICATIONS.
SHORING & EXCAVATION:
THE CONTRACTOR SHALL BE SOLEY RESPONSIBLE FOR ALL EXCAVATION
PROCEDURES, INCLUDING LAGGING, SHORING AND PROTECTION OF
ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES.
WALL BACKFILL:
PRIOR TO BACKFILLING VAULT WALLS THE CONTRACTOR SHALL HAVE
PLACED THE LID PLANKS AND PROVIDED A MINIMUM OF 5 DAYS OF
CURE ON THE PLANK VOID FILL.
BACKFILL SOIL:
WALL BACKFILL SHALL BE WELL GRADED FREE DRAINING SOIL FREE OF
ORGANIC MATERIAL, BACKFILL SHALL BE PLACED IN LIFTS OF NO MORE
THAN 8 INCHES AND COMPACTED TO WITHIN 90% OF THE SOILS
MAXIMUM DRY DENSITY. ALL COMPACTION OCCURING WITHIN 5' OF THE
WALL SHALL BE COMPLETED USING HAND OPERATED MACHINERY.
HOLLOW CORE PLANK
SCOPE OF WORK:
THE WORK INCLUDED IS THE DESIGN, MANUFACTURE AND DELIVERY OF
PRECAST PRESTRESSED CONCRETE UNITS. DESIGN PLANK FOR THE MOST
CRITICAL OF THE LOADING CONDITIONS AS SHOWN WITHIN THE DESIGN
CRITERIA NOTE.
THE MANUFACTURER SHALL SUBMIT STRUCTURAL CALCULATIONS AND
PLACEMENT DRAWINGS SIGNED BY A WASHINGTON STATE REGISTERED
CIVIL ENGINEER FOR REVIEW PRIOR TO FABRICATION.
THE MANUFACTURER SHALL INSTALL ALL BLOCK OUTS REQUIRED FOR
STRUCTURAL CONNECTIONS AS INDICATED ON THESE DRAWINGS. NO
OTHER PENETRATIONS ARE ALLOWED WITHOUT THE PRIOR APPROVAL OF
THE PLANK MANUFACTURER,ALL HOLLOW CORE JOINTS SHALL BF
GROUTED IN ACCORDANCE WITH THE MANUFACTURER'S
RECOMMENDATIONS.
DEFERRED SUBMITTALS
THE FOLLOWING AREAS OF WORK SHALL BE CONSIDERED AS "DEFERRED
SUBMITTALS" AS DEFINED IN THE 2012 IBC
a. PRECAST PRESTRESSED HOLLOW CORE PLANK
ALL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE
OF A CIVIL ENGINEER LICENSED TO PRACTICE IN THE STATE OF
WASHINGTON WHO HAS CURRENT DESIGN EXPERIENCE IN THE TYPE OF
WORK REVIEWED,
SUBMIT ALL DEFERRED SUBMITTAL DOCUMENTS TO THE ENGINEER OF
RECORD FOR REVIEW.
THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL
THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED BY
THE ENGINEER OF RECORD.
REINFORCING BAR
MATERIAL REQUIREMENT:
REINFORCING BARS:
USE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60, EXCEPT
AS NOTED ON THE DRAWINGS.
FABRICATION AND PLACING REQUIREMENTS:
BENDING:
BARS SHALL BE BENT COLD. BARS PARTIALLY EMBEDDED IN CONCRETE
SHALL NOT BE FIELD BENT UNLESS NOTED OR SHOWN OTHERWISE OR
AUTHORIZED BY THE ENGINEER.
PLACING:
REINFORCEMENT SHALL BE SUPPORTED AND TIED TO PREVENT
DISPLACEMENT BY CONSTRUCTION LOADS OR BY PLACING OF CONCRETE.
MAXIMUM SPACING OF SUPPORTS SHALL BE 31-611.
CONCRETE COVER:
MINIMUM CONCRETE COVER FOR REINF, SHALL BE AS FOLLOWS, UNLESS
NOTED OTHERWISE:
CONCRETE CAST AGAINST EARTH-3"
CONCRETE CAST AGAINST FORMS AND
EXPOSED TO EARTH 211
WET SETTINGS:
REINFORCEMENT ANCHOR BOLTS, OR ANY EMBEDDED ITEM WITHIN THE
CONCRETE, MAY NOT BE SET INTO THE CONCRETE AFTER IT HAS BEEN
POURED WITHIN THE FORMS.
LAP SPLICES:
LAP ALL BARS 2411 MIN UNLESS SHOWN OTHERWISE ON THESE
DRAWINGS,
DESIGN CRITERIA
VERTICAL LOADS ON VAULT LID:
*UNIFORM LIVE LOAD : = 15OPSF
*FIRE TRUCK WHEEL LOADS :
211-011
FRONT AXLE = 191000 lb.
EZE:� REARAXLES = 481000 lb.
FRONT REARI I =c-P (DUAL TANDEM)
1 B3
F=F�l V_
= 45,000 lb.
*HS20 TRUCK WHEEL LOADS :
L 131-611 141 to 301 TRACTOR:
I FRONT AXLE = 81000 lb.
L__j % SINGLE REAR AXLE = 321000 lb.
IFRONT IREAR REAR I TRAILER :
= SINGLE REAR AXLE = 321000 lb,
TRACTOR TRAILER
SOIL COVER FOR LID DESIGN:
PLANK MANUFACTURER SHALL BE RESPONSIBLE FOR DETERMINING
THE SOIL COVER DEPTHS USED IN THE LID DESIGN BASED ON THE
VAULT AND FINISHED GRADE ELEVATIONS AS SHOWN ON THE
PERMITTED SET OF CIVIL DWGS,
SOIL COVER FOR SUBSTRUCTURE DESIGN:
THE SUBSTRUCTURE WAS DESIGNED FOR A MIN SOIL COVER OF 17
INCHES AND A MAXIMUM SOIL COVER OF 28 INCHES ABOVE THE TOP
OF THE LID.
FOUNDATION DESIGN:
FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES PRESENTED
IN THE TERRACON GEOTECHNICAL REPORT DATED 03-12-14
ALLOWABLE BEARING PRESSURE: 3,000 PSF
LATERAL EARTH PRESSURES ON VAULT: LEVEL BACKFILL
AT REST CONDITION: 55 PCF EFW DRAINED
ACTIVE CONDITION: 35 PCF EFW DRAINED
SEISMIC PRESSURE COMPONENT: E = 12H PSF UNIFORM
SATURATED SOIL DENSITY: 125 PCF
FILL WITH GROUT AS
DIRECTED BY PRECAST
PLANK MFGR.
........................ .......................
....................... * .......................
.......... ..... ..... ..........
... ... .......
.... .. ... ....
...........
...........
............ ......
CONT. BACKER ROD IF REQID.
TYP PLANK JOINT DETAIL.
51 J SCALE 111=11-011
A A& 1011- 1-
TYP GRADE SLAB SECTION
SCALE 1-1/211=11-011
2411
x 3011
TO MATCH HORZ
ALT. HOOK
REINP AT THE CENTER
OF THE WALL
#5 CORNER BARS
TO MATCH HORZ
WALL REINF TYP
REINP AT THE CENTER —A
OF THE WALL
TYP WALL CORNER REINF.
SCALE 3/411=11-011
ca
21-011 MAX
x
TYP WALL
SEE CIVIL DWGS PIPE LOCATION
Lu
REIN P
AND INVERT ELEVATION
CUA
1.
ui
gm
Lu
Lu
c
b
ui
Z4
03
Lo
c�
C)
%
% ADD (1)46 VERT FULL HEIGHT
EACH SIDE OF BLOCKOUT
ADD #50811
DIAG AS
SHOWN %
w
00`4� WALL REINF @ PIPE PENETRATION
SCALE 3/411=11-011
dd
,I ry
K
SEE FND.PLAN KEYNOTES
FOR TYP WALL VERT &
HORZ REINF 2
NAL
GRADE SLAB REINP SEE
FOUNDATION PLAN
z
0
F N45 CONT,
C>
LAW
U)
#5@12110/c
Lu
2C
Lu
I=-
LU
KNEEWALL FTG DETAIL
5��
LAJ
1�m
!�JSCALE 3/4114-011
Z
0
ca
ui
Lu
C5
1201-1+11
811
31 PLANKS @ 4'-011 124'-011
4
141-011 481-011 481-011 141-011
---
... .......
— --------
------------------------------------------------------------------
—
0
00 0 0 0 0
0 0
0 0
0
0 0
0 0
0 0
0
0 0
-------------------
0 0
E
0
0 0
0 0
0 0
0 0
0 0
0 0
0 El
El 0
0 0
0 0
0 0
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7
0 0
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IITOV=400.00
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OUT VAUL . T.
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D 11
0
--- _V
0
------------------
0 0
0 El JD
11
0 El
El
------------------
0 0
0 0
El
----------------
0 0
0 0
1
0 0
------------
0 0
El El
--------------
11 El �00 Elj�__DO
------------
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---------
O_O
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---------------
0 0
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---
0
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-------
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0 0
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0 0
0 0
0 0
0 11
0
0 0
0 0
0 0
0 0
0 0
0
au
7
00
6
T
12-1/211 THICK HOLLOW
CORE PLANK LID. TOP
!V
OF LI EL= 401.04
..,
(o j"""\
7
7
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0
0 0
0
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El
El
El
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0 0
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0
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0 0
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t=,=7- 7�7*--
.7:1
7777_7
7-7
7 _N7=_
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co
21-011
481-011
481-011
261-011
VAULT LID PLAN
SCALE 1/811 = V-011
ev"qo�l
21 81 24'
am
= OEM
ol 41 16,
21 81 241
VAULT FOUNDATION PLAN mm
SCALE 1/811 = 11-011 Ol 41
PLAN KEYNOTES
1. 511 THICK CONCRETE SLAB ON GRADE REINF TH #4012"olc
EA WAY. PLACE ALL REINF AT MID -DEPTH 0 THE SL B S
X,tL
2/Sl. CAST GRADE SLAB IN A SINGLE POUR. LkA L A
2411 AT SPLICE LOCATIONS,
2. ClP. CONCRETE WALLS AT THE PERIMETER & INTERIOR OF
THE VAULT. SEE WALL SECTIONS ON S3 FOR THICKNESS &
REINFORCING.
3. THICKENED SLAB FOOTINGS TO BE CAST WITH THE GRADE
SLAB. SEE WALL SECTIONS ON Sl FOR SIZE & REINF.
4. ACCESS HATCH ABOVE.
5. PIPE INLET OR OUTLET TO VAULT. SEE CIVIL DWGS FOR PIPE
DIAM, LOCATION & INVERT ELEV. SEE 4/Sl FOR WALL REINF @
PENETRATION.
6. 12-1/211 THICK PRECAST HOLLOW CORE PLANK. SEE DESIGN
CRITERIA NOTES ON SHEET 51 FOR PLANK LOADING
REQUIREMENTS.
7. 2411 DIAM, OPENING TO ACCEPT RISERS, LADDER, RING AND
LOCKING MANHOLE COVER PER CIVIL DRAWINGS. SEE 4/S3.
8. POUR SLOTS IN TOP OF PLANK. MANUFACTURER TO PROVIDE A
MINIMUM OF 2 SLOTS @ EACH END OF EACH PLANK. PLANK
MANUFACTURER MAY REQUIRE GROUTING OF ADDITIONAL
CELLS BEYOND THE MINIMUM OF 2. THE GENERAL
CONTRACTOR SHALL INCLUDE GROUTING OF THESE
ADDITIONAL CELLS IN HIS BID.
9. PROVIDE BLOCKOUTS IN THE EDGE CELL OF THE PLANK
PARALLEL TO THE PERIMETER VAULT WALLS. LOCATE
BLOCKOUTS APPROXIMATELY AS SHOWN ON THIS PLAN.
10. 5FT WIDE x 2.33FT TALL OPENING AT THE BASE OF THE
INTERIOR WALL. SEE A/S3 FOR WALL REINF AT OPENING,
11. 8" THICK KNEE -WALL. REINF w/ #5@12"o/c HORZ & VERT.
PLACE VERT. REINP AT THE CENTER OF THE WALL AND
EXTEND 1111 ABOVE THE TOP OF WALL INTO THE LID CLOSURE.
PROVIDE (2145 VERT AT THE FREE ENDS OF THE WALL AND
(2)45 HORZ AT THE TOP OF THE WALL. SEE 5/Sl FOR FTG
INFORMATION.
LEGEND
IBOV INSIDE BOTTOM OF VAULT (TOP OF GRADE SLAB)
ITOV INSIDE TOP OF VAULT (TOP OF WALLS)
CIP CONCRETE WALL
CONCRETE SPREAD FOOTING
CIP CONCRETE EDGE POUR OR ACCESS HATCH INFILL
F32x12 3211 WIDE x 1211 THICK FTG. SEE 1 & 2/S3
F54xl2 5411 WIDE x 1211 THICK FTG. SEE 3/S3
F36xl2 3611 WIDE x 1211 THICK FTG. SEE 5/Sl
< DIRECTION OF DOWNWARD SLOPE
ENGINEERIN
/lRp,RO\,ED ,
0
' DIVISION
NOTE
Date:
.1
CONSTRUCTION LOADS
THE VAULT LID HAS BEEN DESIGNED TO CARRY THE "DESIGN
LOADS" ONLY AFTER VAULT CONSTRUCTION IS COMPLETE, ALL
DESIGN CONCRETE AND GROUT STRENGTHS HAVE BEEN
ACHIEVED, AND ALL COVER HAS BEEN PLACED OVER THE VAUL'
WITHIN THE LIMITS SPECIFIED ON THIS DRAWING. "BOBCAT" OR
OTHER LIGHT EQUIPMENT SHALL BE USED FOR PLACEMENT OF
MATERIALS OVER THE VAULT LID, ALTERNATIVELY, ALLOWABLE
UNIFORM LOADS ON THE BARE SLAB CAN BE OBTAINED FROM
THE PLANK MFGR.
DIMENSIONS & ELEVATIONS
THE CONTRACTOR AND HIS SUBCONTRACTOR SHALL BE
RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND
ELEVATIONS SHOWN ON THESE DRAWINGS WITH THE CURRENT
PERMITTED SET OF CIVIL DRAWINGS, AND SHALL NOTIFY BOTH
THE CIVIL & STRUCTURAL ENGINEERS IN WRITING OF ALL
DISCREPANCIES BETWEEN THE CIVIL DWGS AND THESE DWGS
PRIOR TO CONSTRUCTION.
JUN 2 4 2015
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WALL ELEVATION @ OPENING
SCALE 1/2114-011
WALL ELEVATION KEYNOTES
301. PROVIDE (2)45 VERT EACH FREE
EDGE OF WALL. EXTENT 911 INTO
FTG w/ STD HOOK,
302. (247@311o/c. EXTEND 2411 BEYOND
OUTER JAMBS
303.#4 VERT w/ 180 HOOK @ HEAD OF
OPNG, SPACED AS SHOWN,
304, (245 x 4'-011 DIAGONAL BARS.
305, (4145@18'-011 PLACE IN TOP OF
FTG. CENTER ON OPENINGS
306. (2145 HORZ @ THE TOP OF THE
WALL.
307. #5 @12"o/c HORZ.
308. PROVIDE (1145@161-011 HORZ @
MIDHEIGHT OF HEADER
309. PROVIDE (1145 VERT @ THE
CENTER OF THE WALL PIER
KT-,� DETAIL
DETAIL
r2
Q11) SCALE 112114-011
WALL SECTION GENERAL KEYNOTES
101. PLANK TO BEAR 311 MINIMUM ONTO THE TOP OF THE CONCRETE WALL. SEE
PLANK MANUFACTURER'S DRAWINGS FOR FINAL BEARING LENGTH. INSTALL
NEOPRENE BEARING PAD AS DETAILED ON THE PRECAST PLANK
PLACEMENT DRAWINGS.
102. 12-1/211 THICK PRECAST PRESTRESSED HOLLOW CORE PLANK.
103. FINISHED GRADE, ELEVATION VARIES. SEE DESIGN CRITERIA ON SHEET Sl
FOR APPROXIMATE SOIL DEPTHS OVER THE VAULT LID IN ADDITION TO
THE CIVIL DWGS FOR FINAL GRADE ELEVATIONS,
104. 6110 PERFORATED PVC FOOTING DRAIN AT WALLS WITH 4FT OR MORE OF
BACKFILL ABOVE FTG. PLACE FTG DRAIN AT I.E,=396,00. ROUTE DRAIN TO
DISCHARGE SHOWN ON CIVIL DWGS,
105, APPLY PREFABRICATED DRAINAGE PANEL (MIRADRAIN 6000 OR EQUIVALENT)
TO ALL PERIMETER VAULT WALLS. EXTEND DRAINAGE PANEL OVER THE
FULL HEIGHT OF THE WALL.
106. PROVIDE CONTINUOUS 4" PVC WATERSTOP - RIBBED w/ CENTER BULB AT
THE BASE OF ALL WALLS. INSTALL WATERSTOP IN ACCORDANCE WITH ALL
MANUFACTURER'S INSTRUCTIONS. PLACE AT THE CENTER OF THE WALL.
107. SEE FND PLAN FOR GRADE SLAB REINF.
co
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244 OPENING
AT PERIMETER WALL
(4146 PLANK
DOWELS PLACED
AT MIDDEPTH
OF SLAB.
12-11211 THICK
CAST IN PLACE
CONCRETE SLAB
SHOWN SHADED.
11*0 T&B AS
SHOWN.
n
#6PLACED AT
MIDDEPTH OF
SLAB.
LID REINF @ MANHOLE.
DETAIL
SCALE 1/211=11-011
WALL SECTION REINFORCING KEYNOTES.
201. 811 THICK CONCRETE WALL. REINP w( #6@12"o/c HORZ & #5012"o/c VERT.
PLACE VERT REINP @ THE CENTER
2411 MIN @ SPLICE LOCATIONS. PROVIDE (2)45 CONT HORZ BARS @ THE
TOP OF THE WALL. EXTEND VERT. REINF. 1111 INTO THE LID CLOSURE POUR
AND 911 INTO FTG.
3011
202. #5x I @ 2411o/c ( #5x4811 @ INTERIOR WALL ) PLACED SUCH THAT EACH
4811 WIDE PLANK RECEIVES (2) BARS, LOCATE BARS IN VOIDS WITH POUR
SLOTS AS SHOWN ON THE PRECAST PLANK PLACEMENT DWGS. PROVIDE
ADDITIONAL BARS @ EACH PLANK IF REQlD AND SHOWN ON THE PRECAST
PLANKSHOPDWGS.
203. #5 HAIRPIN w/ 1411 WIDTH & 1811 LONG TAILS 0 EACH VOID KNOCKOUT.
204. #5 CONT WITHIN EDGE VOID OF PLANK.
205. (2145 CONT.
206. F32x12 FTG REINF w/ N45 LONG & #5 llo-/c- TRANSVERSE.
207. F54x12 FTG REINP w/ N45 LONG #6@12"o/c RANSVERSE.
20& N46 CONT IN CLOSURE POUR. LAP 3 LL SPLICE LOCATIONS.
ENGINEERING DIVISION
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AT INTERIOR WALL RESUB
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PROJECT NO. 13-489
DRAWN BY- EFJ
CHECKED BY" TNW
DATE: 112-23-201
OFIVELOPMENT SERVICES
COUNTER
SHEET 2 OF 2